Energy-consumption reinforced anti-sedimentation full-height integral abutment and construction method thereof

Abstract

The invention discloses an energy-consumption reinforced anti-sedimentation full-height integral bridge abutment and a construction method thereof. Belongs to the technical field of bridge abutment structure engineering, the bridge abutment comprises a bearing assembly, a beam body, a buffer energy consumption assembly and a reinforcement assembly, the bearing assembly comprises a bearing platform and a back wall which are fixedly connected, the beam body comprises a supporting wall and a main beam, and in the first direction perpendicular to the gravity direction, the supporting wall and the back wall are oppositely arranged at intervals; the supporting wall is movably connected with the bearing platform, the main beam and the supporting wall are integrally connected and extend in the direction away from the back wall, the buffering energy dissipation assembly is arranged between the supporting wall and the back wall in a clamped mode, and the reinforcement assembly is arranged on the side, away from the beam body, of the back wall and comprises a top plate, a bottom plate and at least one connecting rib. The top plate and the bottom plate are oppositely arranged in a spaced mode in the gravity direction, a soil filling space used for being filled with backfill soil is defined between the top plate and the bottom plate, and the connecting ribs are arranged in the soil filling space and connected with the top plate and the bottom plate in a tensioned state so as to improve the structural stability of the bridge abutment.

Description

Technical Field

[0001] The present invention relates to the technical field of abutment structure engineering, and in particular to an energy-absorbing, reinforced, anti-settlement, full-height integral abutment and a construction method thereof. Background Art

[0002] As a key force-transmitting component of a bridge, the structural performance of the abutment directly affects the safe operation of the bridge. In relevant technologies, the reinforced earth structure of the abutment is usually an open system, which lacks reliable connection and longitudinal constraint between it and the superstructure or back wall, resulting in poor overall force performance and stability of the reinforced earth structure, reducing the structural stability of the abutment and posing a greater safety risk. Summary of the Invention

[0003] The present invention aims to solve at least one of the above-mentioned technical problems in the prior art to a certain extent. To this end, the first object of the present invention is to provide an energy-absorbing reinforced anti-settlement full-height integral abutment, which can improve the structural stability of the abutment.

[0004] Another object of the present invention is to provide a construction method for an energy-absorbing, reinforced, and anti-settlement full-height integral abutment.

[0005] According to an embodiment of the present invention, the energy-absorbing, reinforced and anti-settlement full-height integral abutment includes: a bearing assembly, a beam body, a buffering and energy-absorbing assembly and a reinforcement assembly, the bearing assembly includes a pedestal and a back wall, the pedestal is fixedly connected to the back wall; the beam body includes a supporting wall and a main beam, in a first direction perpendicular to the direction of gravity, the supporting wall and the back wall are opposite and spaced apart, and the supporting wall and the pedestal are movably connected, the main beam is integrally connected to the supporting wall and extends in a direction away from the back wall; the buffering and energy-absorbing assembly is clamped between the supporting wall and the back wall; the reinforcement assembly is arranged on the side of the back wall away from the beam body, the reinforcement assembly includes a top plate, a bottom plate and at least one connecting rib, in the direction of gravity, the top plate and the bottom plate are opposite and spaced apart, a backfill space for filling backfill soil is defined between the top plate and the bottom plate, and the connecting rib is at least partially within the backfill space and is connected to the top plate and the bottom plate in a tensioned state.

[0006] According to the energy-absorbing, reinforced and anti-settlement full-height integral abutment of the embodiment of the present invention, the main beam of the beam body is integrally connected with the supporting wall, which can improve the overall stiffness of the abutment, the supporting wall and the pedestal are movably connected, and a buffering energy-absorbing component is sandwiched between the supporting wall and the back wall, which can effectively improve the seismic performance of the abutment. In addition, in the direction of gravity, the top plate and the bottom plate on both sides of the backfill soil are connected by connecting bars in a tensioned state, which can improve the structural integrity and bearing stability of the backfill soil, thereby improving the structural stability of the abutment, effectively reducing the risk of abutment collapse, improving the safety of the abutment, and reducing the risk of accidents.

[0007] According to some embodiments of the present invention, the reinforcement assembly further comprises: a plurality of geogrids, wherein the plurality of geogrids are arranged in the earth-fill space at intervals along the gravity direction, and the connecting reinforcement is passed through each of the geogrids.

[0008] According to some embodiments of the present invention, in the gravity direction, the distance between two adjacent geogrids is D, which satisfies the relationship: 0.3m≤D≤0.5m.

[0009] According to some embodiments of the present invention, the length of the geogrid in the first direction is L, and the height of the back wall in the gravity direction is H, satisfying the relationship: L≥0.7H.

[0010] According to some embodiments of the present invention, the connecting bars are prestressed steel bars, and the tensile load applied to the prestressed steel bars is between 50% and 70% of their yield strength.

[0011] According to some embodiments of the present invention, in the first direction, both the top plate and the bottom plate abut against the back wall.

[0012] According to some embodiments of the present invention, in the direction of gravity, the thickness of the top plate is T1, and the thickness of the bottom plate is T2, satisfying the relationship: 10cm≤T1≤15cm, 10cm≤T2≤15cm.

[0013] According to some embodiments of the present invention, the buffer energy dissipation component includes: a plurality of polystyrene plates and a plurality of rubber damping plates, and in the first direction, the polystyrene plates and the rubber damping plates are alternately arranged.

[0014] According to some embodiments of the present invention, in the first direction, the thickness of the polystyrene plate is T3, and the thickness of the rubber damping plate is T4, satisfying the relationship: 5cm≤T3≤10cm, 5cm≤T4≤10cm.

[0015] According to another embodiment of the present invention, the construction method of the energy-absorbing reinforced anti-settlement full-height integral abutment is the above-mentioned energy-absorbing reinforced anti-settlement full-height integral abutment, and the construction method of the energy-absorbing reinforced anti-settlement full-height integral abutment includes the following steps: casting the bearing assembly; installing the buffer energy-absorbing assembly to the bearing assembly; hoisting the beam body to the pedestal; casting the bottom plate and connecting the connecting reinforcement to the bottom plate, and then filling backfill soil above the bottom plate, and then casting the top plate above the backfill soil, and connecting the connecting reinforcement to the top plate in a tensioned state.

[0016] According to the construction method of the energy-absorbing reinforced anti-settlement full-height integral abutment according to the embodiment of the present invention, the main beam of the abutment obtained by construction is connected to the supporting wall as a whole, which can improve the overall stiffness of the abutment, the supporting wall and the pedestal are movably connected, and a buffering energy-absorbing component is sandwiched between the supporting wall and the back wall, which can effectively improve the seismic performance of the abutment. In addition, in the direction of gravity, the top plate and the bottom plate on both sides of the backfill soil are connected by connecting bars in a tensioned state, which can improve the structural integrity and bearing stability of the backfill soil, thereby improving the structural stability of the abutment, effectively reducing the risk of abutment collapse, improving the safety of the abutment, and reducing the risk of accidents.

[0017] Additional aspects and advantages of the present invention will be set forth in part in the description which follows and, in part, will be obvious from the description which follows, or may be learned by practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 2. It is a structural schematic diagram of an energy-absorbing, reinforced, and anti-settlement full-height integral abutment according to an embodiment of the present invention;

[0019] Figure 2 is a schematic structural diagram of a geogrid according to an embodiment of the present invention;

[0020] Figure 3 3. A top view of an energy-absorbing, reinforced, and anti-settlement full-height integral abutment according to an embodiment of the present invention;

[0021] Figure 4 It is a flow chart of a construction method of an energy-absorbing, reinforced, and anti-settlement full-height integral abutment according to an embodiment of the present invention.

[0022] Reference numerals:

[0023] Bearing assembly 1; platform 11; back wall 12; first wing wall 13; second wing wall 14; limiting protrusion 15;

[0024] Beam 2; supporting wall 21; main beam 22;

[0025] Buffering energy dissipation component 3; polystyrene plate 31; rubber damping plate 32;

[0026] Reinforcement assembly 4; top plate 41; bottom plate 42; connecting ribs 43; geogrid 44; warp 441; weft 442; earth-fill space 45;

[0027] Pile foundation 5; rolling bearing 6; abutment 100. DETAILED DESCRIPTION

[0028] The following describes embodiments of the present invention in detail, examples of which are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are intended to be used to explain the present invention, and are not to be construed as limiting the present invention.

[0029] In the description of the present invention, it should be understood that the terms "length", "thickness", "up", "down", "front", "back", "left", "right", "horizontal", "top", "bottom", "inside", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0030] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of the technical features being referred to. Thus, a feature specified as "first" or "second" may explicitly or implicitly include one or more of the features. In the description of the present invention, "plurality" means at least two, such as two, three, etc., unless otherwise specifically defined.

[0031] In the present invention, unless otherwise expressly specified or limited, terms such as "mounted," "connected," "connect," and "fixed" should be understood broadly. For example, they may refer to fixed or detachable connections, or integration; mechanical or electrical connections, or communication; direct or indirect connections through an intermediate medium; and internal communication between two components or interaction between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0032] The following combination Figures 1-4 The energy-absorbing reinforced anti-settlement full-height integral abutment 100 and its construction method according to an embodiment of the present invention are described in detail.

[0033] Reference Figure 1As shown, the energy-absorbing reinforced anti-settlement full-height integral abutment 100 according to an embodiment of the present invention includes: a bearing assembly 1, a beam body 2, a buffer energy-absorbing assembly 3 and a reinforcement assembly 4. The bearing assembly 1 includes a cap 11 and a back wall 12, and the cap 11 is fixedly connected to the back wall 12. The beam body 2 includes a supporting wall 21 and a main beam 22. In a first direction perpendicular to the direction of gravity, the supporting wall 21 and the back wall 12 are opposite and spaced apart, and the supporting wall 21 is movably connected to the cap 11. The main beam 22 is integrally connected to the supporting wall 21 and extends to the first direction perpendicular to the direction of gravity. It extends in the direction away from the back wall 12, and the buffer energy absorption component 3 is sandwiched between the supporting wall 21 and the back wall 12. The reinforcement component 4 is arranged on the side of the back wall 12 away from the beam body 2. The reinforcement component 4 includes a top plate 41, a bottom plate 42 and at least one connecting rib 43. In the direction of gravity, the top plate 41 and the bottom plate 42 are opposite to each other and spaced apart. A backfill space 45 for filling backfill soil is defined between the top plate 41 and the bottom plate 42. The connecting rib 43 is at least partially in the backfill space 45 and is connected to the top plate 41 and the bottom plate 42 in a tensioned state.

[0034] It should be noted that the energy-absorbing, reinforced, anti-settlement, full-height integral abutment 100 (hereinafter referred to as abutment 100) has a beam 2 height that can be greater than or equal to 4m. The beam 2 is an integrated structure and does not require a pedestal. At the same time, the synergistic effect of the buffering energy-absorbing component 3 and the reinforcement component 4 can consume and absorb vibration energy, thereby improving the stability of the abutment 100.

[0035] Specifically, the main beam 22 is integrally connected to the supporting wall 21, which can avoid the presence of a gap between the main beam 22 and the supporting wall 21, is beneficial to improving the structural continuity of the beam body 2, improving the structural strength of the beam body 2, and reducing maintenance frequency and long-term operation and maintenance costs.

[0036] The supporting wall 21 is movably connected to the pedestal 11, and a buffer energy-absorbing component 3 is sandwiched between the supporting wall 21 and the back wall 12. When the beam 2 is subjected to an earthquake or a horizontal load, the beam 2 may move relative to the pedestal 11 toward the back wall 12. The buffer energy-absorbing component 3 can effectively absorb the impact force and repeated vibration energy between the back wall 12 and the supporting wall 21, thereby improving the toughness and stability of the abutment 100 under multiple earthquakes or loads.

[0037] The connecting ribs 43 are connected to the top plate 41 and the bottom plate 42 in a tensioned state. The connecting ribs 43 can apply tension in opposite directions to the top plate 41 and the bottom plate 42. The top plate 41 and the bottom plate 42 can jointly clamp the backfill soil filled in the backfill space 45 to reinforce the backfill soil, improve the structural integrity and bearing stability of the backfill soil, and help the backfill soil to reliably support the back wall 12, which can effectively prevent the back wall 12 from being displaced and damaged, thereby improving the structural stability of the abutment 100, effectively reducing the risk of collapse of the abutment 100, improving the safety of the abutment 100, and reducing the risk of accidents.

[0038] The direction of gravity can be Figure 1 In the up and down direction, the first direction can be Figure 1 In the front-to-back direction, both the top plate 41 and the bottom plate 42 may be provided with anchoring cones therein and be anchored to the connecting ribs 43 .

[0039] According to the abutment 100 of an embodiment of the present invention, the main beam 22 of its beam body 2 is integrally connected to the supporting wall 21, which can improve the overall stiffness of the abutment 100, and the supporting wall 21 is movably connected to the pedestal 11, and a buffer energy-absorbing component 3 is sandwiched between the supporting wall 21 and the back wall 12, which can effectively improve the seismic performance of the abutment 100. In addition, in the direction of gravity, the top plate 41 and the bottom plate 42 on both sides of the backfill soil are connected by connecting bars 43 in a tensioned state, which can improve the structural integrity and bearing stability of the backfill soil, thereby improving the structural stability of the abutment 100, effectively reducing the risk of collapse of the abutment 100, improving the safety of the abutment 100, and reducing the risk of accidents.

[0040] In some embodiments of the present invention, reference Figure 1 As shown, the reinforcement assembly 4 further includes: a plurality of geogrids 44 , which are spaced apart in the earth-fill space 45 along the gravity direction, and a connecting rib 43 is passed through each geogrid 44 .

[0041] It can be understood that multiple geogrids 44 are arranged at intervals in the backfill space 45 along the direction of gravity, and a three-dimensional reinforcement network can be formed in the backfill space 45, which can effectively limit the lateral displacement of the backfill soil, improve the overall shear strength of the soil, improve the settlement deformation mode, and be conducive to evenly dispersing and transmitting the load on the backfill soil, thereby improving the bearing capacity of the backfill soil, and forming a flexible reinforced soil body to coordinate the stiffness transition between the wall of the main beam 22 and the backfill soil, thereby achieving a smooth transition from a rigid structure to a roadbed soil body, and alleviating the settlement difference between the back wall 12 and the backfill soil caused by the sudden change in stiffness, which is conducive to reducing uneven settlement and reducing the risk of settlement cracks and cavities behind the back wall 12, thereby effectively improving the overall structural stability of the abutment 100, improving the safety of the abutment 100, and reducing the risk of accidents.

[0042] Reference Figure 2 As shown, the geogrid 44 is constructed as a grid structure formed by the intersection of multiple warps 441 and multiple wefts 442. The multiple warps 441 and the multiple wefts 442 can evenly distribute the load and reduce the risk of local deformation. The material of the geogrid 44 can be biaxially oriented polypropylene, which is beneficial to improving the stiffness and tensile strength of the geogrid 44, thereby ensuring the structural stability of the geogrid 44.

[0043] In some embodiments of the present invention, reference Figure 1As shown, in the direction of gravity, the distance between two adjacent geogrids 44 is D, which satisfies the relationship: 0.3m≤D≤0.5m. For example, D can be 0.3m, 0.4m, 0.5m, etc., which can ensure the structural strength of the backfill soil between the two adjacent geogrids 44, reduce the risk of backfill soil structure instability, and reduce engineering costs.

[0044] It can be understood that when D is less than 0.3m, the distance between two adjacent geogrids 44 is small, and more geogrids 44 need to be set in the fill space 45, which is costly. When D is greater than 0.5m, the distance between two adjacent geogrids 44 is large, the thickness of the backfill soil between the two adjacent geogrids 44 is thicker, and the risk of instability of the backfill soil structure is greater. In this embodiment, D is in the range of 0.3m to 0.5m, the distance between two adjacent geogrids 44 is moderate, the thickness of the backfill soil between the two adjacent geogrids 44 is moderate, which can ensure the structural strength of the backfill soil, reduce the risk of instability of the backfill soil structure, and reduce costs.

[0045] In some embodiments of the present invention, reference Figure 1 As shown, the length of the geogrid 44 in the first direction is L, and the height of the back wall 12 in the gravity direction is H, satisfying the relationship: L≥0.7H. For example, L can be 0.7H, 0.8H, 0.9H, etc., which effectively avoids the movement of backfill soil, is conducive to ensuring the structural stability of the abutment 100, improving the safety of the abutment 100, and reducing the risk of accidents.

[0046] In some embodiments of the present invention, the connecting bars 43 are prestressed steel bars, and the tensile load to which the prestressed steel bars are subjected is between 50% and 70% of their yield strength. For example, the tensile load to which the prestressed steel bars are subjected can be 50%, 60%, 70%, etc. of their yield strength. The prestressed steel bars can be low-relaxation, high-strength steel bars that can maintain prestress under long-term stress conditions, thereby facilitating long-term reinforcement of the backfill soil and improving the long-term stability of the abutment 100.

[0047] It can be understood that when the tensile load on the prestressed steel bars is less than 50% of its yield strength, the tensile load on the prestressed steel bars is small, the tensile force applied by the prestressed steel bars to the top plate 41 and the bottom plate 42 is small, the clamping force applied by the top plate 41 and the bottom plate 42 to the backfill soil is small, and the effect of improving the structural strength of the backfill soil is not obvious. When the tensile load on the prestressed steel bars is greater than 70% of its yield strength, the tensile load on the prestressed steel bars is large, and the risk of prestressed steel bars breaking and failing is greater.

[0048] In this embodiment, the tensile load on the prestressed steel bars is between 50% and 70% of their yield strength. The tensile load on the prestressed steel bars is moderate, and the tensile force applied by the prestressed steel bars to the top plate 41 and the bottom plate 42 is moderate. Increasing the clamping force applied by the top plate 41 and the bottom plate 42 to the backfill soil can effectively improve the structural strength of the backfill soil. At the same time, it can avoid the fracture and failure of the prestressed steel bars, and can effectively improve the stability of the abutment 100 structure.

[0049] In some embodiments of the present invention, reference Figure 1 As shown, in the first direction, the top plate 41 and the bottom plate 42 are both in contact with the back wall 12. The top plate 41 and the bottom plate 42 can jointly support the back wall 12, thereby improving the bearing capacity of the back wall 12 and reducing the risk of deformation of the back wall 12. This can effectively improve the overall structural stability of the abutment 100 and improve the seismic performance of the abutment 100.

[0050] In some embodiments of the present invention, reference Figure 1 As shown, in the direction of gravity, the upper edge of the top plate 41 is flush with the upper edge of the back wall 12, and the lower edge of the bottom plate 42 is flush with the lower edge of the back wall 12, which is beneficial to ensuring the thickness of the reinforced soil between the top plate 41 and the bottom plate 42, thereby helping to improve the structural stability of the abutment 100, and allowing the top plate 41 and the bottom plate 42 to abut against the upper and lower ends of the back wall 12 respectively, which is beneficial to uniform force on the back wall 12 and reducing the risk of local deformation of the back wall 12.

[0051] In some embodiments of the present invention, reference Figure 1 As shown, in the direction of gravity, the thickness of the top plate 41 is T1, and the thickness of the bottom plate 42 is T2, satisfying the relationship: 10cm≤T1≤15cm, 10cm≤T2≤15cm. For example, T1 can be 10cm, 12cm, 15cm, etc., and T2 can be 10cm, 12cm, 15cm, etc.

[0052] It can be understood that when T1 is less than 10 cm, the thickness of the top plate 41 is thinner, the structural strength of the top plate 41 is weaker, and the risk of deformation is greater. When T1 is greater than 15 cm, the thickness of the top plate 41 is thicker and the cost is higher. In the present embodiment, T1 is within the range of 10 cm to 15 cm, and the thickness of the top plate 41 is moderate, which can balance the structural strength and cost of the top plate 41, ensure the structural strength of the top plate 41, reduce the risk of deformation of the top plate 41, and facilitate the top plate 41 and the bottom plate 42 to reliably clamp the backfill soil, and reduce costs.

[0053] When T2 is less than 10 cm, the thickness of the bottom plate 42 is relatively thin, the structural strength of the bottom plate 42 is relatively weak, and the risk of deformation is relatively high. When T2 is greater than 15 cm, the thickness of the bottom plate 42 is relatively thick and the cost is relatively high. In the present embodiment, T2 is within the range of 10 cm to 15 cm, and the thickness of the bottom plate 42 is moderate, which can balance the structural strength and cost of the bottom plate 42, ensure the structural strength of the bottom plate 42, reduce the risk of deformation of the bottom plate 42, and facilitate the top plate 41 and the bottom plate 42 to reliably clamp the backfill soil and reduce costs.

[0054] In some embodiments of the present invention, reference Figure 1 As shown, the buffer energy dissipation component 3 includes: a plurality of polystyrene plates 31 and a plurality of rubber damping plates 32. In a first direction, the polystyrene plates 31 and the rubber damping plates 32 are alternately arranged.

[0055] It is understandable that when the beam body 2 is subjected to an earthquake or a horizontal load, the beam body 2 may move relative to the pedestal 11 toward the back wall 12. Since the elastic modulus of the polystyrene board 31 is smaller than the elastic modulus of the rubber damping board 32, the polystyrene board 31 can first be compressed and deformed to absorb energy. When the beam body 2 continues to displace, the rubber damping board 32 can be compressed and deformed to further absorb energy, thereby achieving secondary shock absorption. It can effectively absorb the impact force and repeated vibration energy between the back wall 12 and the supporting wall 21 of the beam body 2, thereby improving the toughness and stability of the abutment 100 under multiple earthquakes or loads. After the earthquake or horizontal load ends, the polystyrene board 31 and the rubber damping board 32 can be restored, which can push the beam body 2 to move away from the back wall 12 to restore the beam body 2, thereby effectively improving the structural recovery ability of the abutment 100.

[0056] In other embodiments of the present invention not shown in the figures, the buffering energy-absorbing component 3 can be constructed as a hydraulic shock absorber, one end of the hydraulic shock absorber is connected to the back wall 12, and the other end is connected to the supporting wall 21. When the piston in the hydraulic shock absorber moves in the cylinder, the liquid on both sides of the piston will flow. The damping force generated by the liquid flow can absorb the vibration energy, which can effectively improve the seismic performance of the abutment 100.

[0057] In some embodiments of the present invention, reference Figure 1 As shown, in the first direction, the thickness of the polystyrene plate 31 is T3, and the thickness of the rubber damping plate 32 is T4, satisfying the relationship: 5cm≤T3≤10cm, 5cm≤T4≤10cm. For example, T3 can be 5cm, 8cm, 10cm, etc., and T4 can be 5cm, 8cm, 10cm, etc.

[0058] It can be understood that when T3 is less than 5cm and T4 is less than 5cm, the thickness of the polystyrene board 31 and the rubber damping board 32 is relatively thin, and more polystyrene boards 31 and rubber damping boards 32 need to be arranged between the supporting wall 21 and the back wall 12, and the structure is relatively complicated. When T3 is greater than 10cm and T4 is greater than 10cm, the thickness of the polystyrene board 31 and the rubber damping board 32 is relatively thick, and the polystyrene board 31 and the rubber damping board 32 are prone to uneven deformation when subjected to force, and the risk of overturning of the beam 2 is greater.

[0059] In this embodiment, T3 is in the range of 5cm to 10cm, and T4 is in the range of 5cm to 10cm. The thickness of the polystyrene plate 31 and the rubber damping plate 32 is moderate, the number of the polystyrene plates 31 and the rubber damping plates 32 is small, the structure is simple, and it is beneficial for the polystyrene plates 31 and the rubber damping plates 32 to deform uniformly when subjected to force, which can reduce the risk of overturning of the beam 2, thereby helping to improve the structural stability of the abutment 100.

[0060] In some embodiments of the present invention, reference Figure 3 As shown, the bearing assembly 1 further includes a first wing wall 13 and a second wing wall 14, which are perpendicular to the direction of gravity. Figure 3 In the left and right directions, the first wing wall 13 and the second wing wall 14 are located on both sides of the pedestal 11 and are fixedly connected to the pedestal 11 and the back wall 12. The first wing wall 13 and the second wing wall 14 can limit the beam body 2 and the buffer energy absorption component 3 in the left and right directions to prevent the beam body 2 and the buffer energy absorption component 3 from shifting in the left and right directions, which is beneficial to improving the stability of the overall structure of the abutment 100.

[0061] In some embodiments of the present invention, reference Figure 1 As shown, the bearing assembly 1 also includes a limiting protrusion 15. In the first direction, the limiting protrusion 15 is connected to the end of the base 11 away from the back wall 12. The limiting protrusion 15 can limit the maximum displacement of the supporting wall 21 to prevent the supporting wall 21 from falling from the base 11.

[0062] In some embodiments of the present invention, reference Figure 1 As shown, the support wall 21 and the pedestal 11 can be movably connected via a rolling support 6. The rolling support 6 can be constructed as a rubber-coated roller structure or a steel raceway structure. The rolling support 6 and the bottom of the support wall 21 can be connected via a tensile reinforcement bar. There can be two rolling supports 6. In the left-right direction, the two rolling supports 6 can be symmetrically arranged about the centerline of the pedestal 11. This facilitates uniform force distribution on the two rolling supports 6, avoids concentrated force on a single rolling support 6, and reduces the risk of deformation and damage to the rolling support 6. The pedestal 11 can have a guide groove, and the rolling support 6 cooperates with the guide groove to guide the beam body 2 so that the sliding direction of the beam body 2 is parallel to the centerline of the pedestal 11, thereby preventing misalignment of the beam body 2.

[0063] In some embodiments of the present invention, reference Figure 1 As shown, there are multiple connecting ribs 43, and each connecting rib 43 can be anchored to the anchor cones set in the top plate 41 and the bottom plate 42. The tensioning process of multiple connecting ribs 43 is carried out in batches after the bottom plate 42 is cast, ensuring that the tensioning force is evenly transmitted to form a clamping constraint.

[0064] According to the embodiment of the present invention, the abutment 100 is constructed as a full-height integral abutment structure that cooperates with flexible energy dissipation and prestressed reinforcement to prevent settlement. It integrates a rigid integrated structure, a flexible energy dissipation device and a constrained prestressed reinforced soil system, which can effectively improve the seismic performance and settlement coordination ability of the abutment 100. It has good engineering applicability and promotion value, and is suitable for use in new or renovated bridge projects in high-intensity areas and soft soil foundation environments.

[0065] Among them, the integrated integral casting method of the main beam 22 and the supporting wall 21 can construct a continuous full-height integrated structure, so that the abutment 100 forms a continuous overall force-bearing system. During the structural deformation caused by earthquake action or temperature change, the integrated structure has no expansion joints, which can avoid structural damage and later disease problems caused by uneven opening and closing of expansion joints, enhance the continuity and seismic integrity of the structure, and can significantly improve the overall stiffness and durability of the abutment 100, ensuring that the abutment 100 maintains good structural continuity and integrity during long-term service, thereby improving the overall seismic reliability and durability of the bridge, reducing the occurrence of diseases, and reducing the frequency of bridge maintenance and long-term operation and maintenance costs.

[0066] A rolling bearing 6 is arranged between the supporting wall 21 and the pedestal 11, so that the beam body 2 can achieve controlled longitudinal (first direction) sliding under the action of earthquake or horizontal load, and can effectively release vibration energy without rigid collision, reduce the structural impact force, avoid energy concentration in weak parts of the structure and cause brittle failure, and improve the toughness and energy consumption capacity of the abutment 100 system under earthquake conditions.

[0067] Polystyrene boards 31 and rubber damping boards 32 are alternately arranged between the supporting wall 21 and the back wall 12 to form an energy-absorbing buffer zone with elastic-plastic deformation capability. The elastic-plastic deformation characteristics of the polystyrene boards 31 and the rubber damping boards 32 are utilized to absorb earthquake input energy, forming a flexible buffer zone, which can significantly weaken the impact between the backfill soil and the supporting wall 21, thereby improving the energy dissipation capacity and safety margin of the overall structure of the abutment 100, further enhancing the post-earthquake adaptability of the abutment 100, and enabling the abutment 100 to have good seismic resistance and structural recovery capability, effectively preventing disasters such as structural dislocation or falling of the beam 2, and reducing the risk of accidents.

[0068] Geogrids 44 are laid horizontally in layers in the backfill space 45 behind the back wall 12. The extension range of the geogrids 44 covers the full width area between the back wall 12 and the undisturbed backfill. Combined with layered compaction, a flexible reinforced soil structure is formed, which effectively coordinates the stiffness gradient transition of the abutment 100 and reduces the risk of differential settlement at the rear of the abutment 100. The geogrids 44 form a lateral constraint network in the backfill, which improves the overall stability and shear strength of the backfill, and fundamentally improves the settlement adaptability of the connection section between the abutment 100 and the roadbed.

[0069] A top plate 41 and a bottom plate 42 are respectively provided at the top and bottom of the reinforced earth structure, and vertical prestressed steel bars are arranged through the two plates to construct a closed clamping structure, which not only provides effective constraints on the reinforced earth structure in the direction of gravity, thereby improving its structural integrity and bearing stability, but also enhances the longitudinal (first direction) support force of the reinforced earth structure on the back wall 12, and enhances the mechanical coupling effect between the reinforced earth structure and the back wall 12, so that the reinforced earth structure has a stable constraint effect in both the vertical (gravity direction) and the first direction, which can significantly enhance the overall stiffness, stability and durability of the rear structure of the abutment 100.

[0070] Reference Figure 4 As shown, according to another embodiment of the present invention, a method for constructing an abutment is provided. The abutment is the abutment of the above embodiment, and the method for constructing the abutment includes the following steps:

[0071] Step S1: Casting the load-bearing components.

[0072] Before casting the bearing component 1, a pile foundation 5 can be set first, and the base 11, back wall 12, first wing wall 13 and second wing wall 14 can be cast in one piece. The pile foundation 5 can limit the bearing component 1 to prevent the bearing component 1 from moving.

[0073] Step S2: Install the buffer energy-absorbing component to the load-bearing component.

[0074] In the first direction, the polystyrene plates 31 and the rubber damping plates 32 are alternately arranged.

[0075] Step S3: hoisting the beam to the foundation.

[0076] The supporting wall 21 and the main beam 22 of the beam body 2 can be cast in one go or in sections using an integral formwork system.

[0077] Step S4: Cast the bottom plate and connect the connecting bars to the bottom plate, then fill the backfill soil above the bottom plate, and then cast the top plate above the backfill soil, and connect the connecting bars to the top plate in a tensioned state.

[0078] Among them, when filling the backfill soil, the geogrid 44 is laid in layers, and each time a layer of geogrid 44 is laid, the backfill soil is filled and compacted to construct a flexible reinforced soil structure. When pouring the top plate 41, an installation through hole can be reserved, and the connecting rib 43 passes through the installation through hole, and at the same time, the connecting rib 43 is pulled hard to put the connecting rib 43 in a tensioned state. After the top plate 41 is formed, the connecting rib 43 can be fixedly connected to the top plate 41 using an anchor sleeve.

[0079] According to the construction method of the abutment of an embodiment of the present invention, the main beam of the abutment obtained by construction is integrally connected to the supporting wall, which can improve the overall stiffness of the abutment, the supporting wall and the pedestal are movably connected, and a buffer energy-absorbing component is sandwiched between the supporting wall and the back wall, which can effectively improve the seismic performance of the abutment. In addition, in the direction of gravity, the top plate and the bottom plate on both sides of the backfill soil are connected by connecting bars in a tensioned state, which can improve the structural integrity and bearing stability of the backfill soil, thereby improving the structural stability of the abutment, effectively reducing the risk of abutment collapse, improving the safety of the abutment, and reducing the risk of accidents.

[0080] In the description of this specification, the reference terms "one embodiment", "some embodiments", "example", "specific example" or "some examples" mean that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic expressions of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any appropriate manner in any one or more embodiments or examples. In addition, those skilled in the art can combine and combine different embodiments or examples described in this specification.

[0081] Although the embodiments of the present invention have been shown and described above, it will be understood that the above embodiments are illustrative and are not to be construed as limitations on the present invention. A person skilled in the art may change, modify, replace and modify the above embodiments within the scope of the present invention.

Claims

1. An energy-absorbing reinforced anti-settlement full-height integral abutment, characterized in that: include: A bearing assembly (1), the bearing assembly (1) comprising a support platform (11) and a back wall (12), the support platform (11) being fixedly connected to the back wall (12); A beam body (2), the beam body (2) comprising a supporting wall (21) and a main beam (22); in a first direction perpendicular to the direction of gravity, the supporting wall (21) and the back wall (12) are opposite and spaced apart, and the supporting wall (21) is movably connected to the support platform (11); the main beam (22) is integrally connected to the supporting wall (21) and extends in a direction away from the back wall (12); a buffer energy-absorbing component (3), the buffer energy-absorbing component (3) being sandwiched between the supporting wall (21) and the back wall (12); A reinforcement assembly (4) is provided on a side of the back wall (12) facing away from the beam body (2), the reinforcement assembly (4) comprising a top plate (41), a bottom plate (42) and at least one connecting rib (43), wherein in the direction of gravity, the top plate (41) and the bottom plate (42) are opposite to each other and spaced apart, a backfill space (45) for filling backfill soil is defined between the top plate (41) and the bottom plate (42), and the connecting rib (43) is at least partially within the backfill space (45) and is connected to the top plate (41) and the bottom plate (42) in a tensioned state.

2. The energy-absorbing reinforced anti-settlement full-height integral abutment according to claim 1 is characterized in that: The reinforcement assembly (4) further comprises: a plurality of geogrids (44), wherein the plurality of geogrids (44) are arranged in the earth-fill space (45) at intervals along the gravity direction, and the connecting ribs (43) are passed through each of the geogrids (44).

3. The energy-absorbing reinforced anti-settlement full-height integral abutment according to claim 2 is characterized in that: In the gravity direction, the distance between two adjacent geogrids (44) is D, which satisfies the relationship: 0.3m≤D≤0.5m.

4. The energy-absorbing reinforced anti-settlement full-height integral abutment according to claim 3 is characterized in that: The length of the geogrid (44) in the first direction is L, and the height of the back wall (12) in the gravity direction is H, satisfying the relationship: L≥0.7H.

5. The energy-absorbing reinforced anti-settlement full-height integral abutment according to any one of claims 1 to 4, characterized in that: The connecting bars (43) are prestressed steel bars, and the tensile load to which the prestressed steel bars are subjected is between 50% and 70% of their yield strength.

6. The energy-absorbing reinforced anti-settlement full-height integral abutment according to claim 5 is characterized in that: In the first direction, the top plate (41) and the bottom plate (42) are both in contact with the back wall (12).

7. The energy-absorbing reinforced anti-settlement full-height integral abutment according to claim 6 is characterized in that: In the direction of gravity, the thickness of the top plate (41) is T1, and the thickness of the bottom plate (42) is T2, satisfying the relationship: 10cm≤T1≤15cm, 10cm≤T2≤15cm.

8. The energy-absorbing reinforced anti-settlement full-height integral abutment according to claim 1 is characterized in that: The buffer energy dissipation component (3) comprises: a plurality of polystyrene plates (31) and a plurality of rubber damping plates (32); in the first direction, the polystyrene plates (31) and the rubber damping plates (32) are alternately arranged.

9. The energy-absorbing reinforced anti-settlement full-height integral abutment according to claim 8 is characterized in that: In the first direction, the thickness of the polystyrene plate (31) is T3, and the thickness of the rubber damping plate (32) is T4, satisfying the relationship: 5cm≤T3≤10cm, 5cm≤T4≤10cm.

10. A construction method for an energy-absorbing reinforced anti-settlement full-height integral abutment, characterized in that: The energy-absorbing reinforced anti-settlement full-height integral abutment is the energy-absorbing reinforced anti-settlement full-height integral abutment according to any one of claims 1 to 9. The construction method of the energy-absorbing reinforced anti-settlement full-height integral abutment comprises the following steps: Casting the load-bearing component; Installing the buffer energy dissipation component to the bearing component; Hoisting the beam to the cap; The bottom plate is cast and the connecting ribs are connected to the bottom plate, and then backfill soil is filled above the bottom plate. Thereafter, the top plate is cast above the backfill soil, and the connecting ribs are connected to the top plate in a tensioned state.

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