Self-resetting concrete-filled steel tube composite pier structure with double energy consumption mechanisms

Abstract

The invention discloses a self-resetting concrete filled steel tube combined pier structure with double energy consumption mechanisms. The structure is formed by assembling a combined pier column, an energy dissipation support, an embedded buckling-restrained energy dissipation steel plate, a combined restraining plate and a connecting plate. The embedded buckling-restrained energy dissipation steel plates are connected with the capping beam and the foundation beam through connecting plates up and down, and are connected with the combined bridge piers through energy dissipation supports left and right; the buckling-restrained energy dissipation steel plate component is fixed in the combined constraint plate through the inclined supporting component, and the structure has the advantages that the buckling-restrained energy dissipation steel plate component with the self-resetting function and the double-energy-dissipation component are fixed in the combined constraint plate through an innovative mechanism of active resetting and graded energy dissipation under the action of an earthquake; the bridge pier can automatically recover to the initial position by utilizing the restoring force (such as the self weight of the structure and the unbonded prestressed tendon) of the bridge pier, and the residual displacement after the earthquake is effectively reduced, so that the damage of the earthquake to the bridge structure is reduced, and the basic use function of the bridge after the earthquake is guaranteed.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering technology, specifically to a self-resetting square steel tube concrete composite bridge pier structure with a dual energy dissipation mechanism. Background Technology

[0002] In modern bridge engineering, bridge piers, as key supporting structures, are crucial to the overall safety of bridges due to their seismic performance and load-bearing capacity. Double-column piers are a common type of bridge substructure, offering advantages such as a lightweight and aesthetically pleasing appearance, less masonry work, and low self-weight, effectively reducing foundation load, saving on foundation engineering, and accelerating construction progress. However, double-column piers also have some drawbacks. Due to their relatively weak lateral stiffness, they are prone to excessive lateral vibration under seismic loads, posing challenges to structural safety and stability. With the deterioration or aging of pier materials; the long-term effects of wind erosion, rain, freeze-thaw cycles, and other natural environmental factors; and surrounding construction activities such as nearby foundation excavation and tunnel construction, the seismic performance of bridge piers becomes increasingly prominent, making seismic reinforcement increasingly urgent.

[0003] To overcome the seismic deficiencies of traditional double-column bridge piers, self-resetting technology has emerged. The core of self-resetting bridge piers lies in their ability to automatically return to their initial position under seismic loads through prestressing tendons or other mechanisms, reducing residual displacement after an earthquake. The main forms of self-resetting bridge piers include: 1. Swaying mechanism piers; 2. Self-resetting piers with prestressing tendons; 3. Self-resetting piers combined with energy dissipation devices. However, while traditional self-resetting pier designs fully utilize the structure's self-resetting capacity, they often sacrifice the structure's seismic energy dissipation capacity, potentially leading to component or joint failure under strong earthquakes due to excessive seismic energy input.

[0004] Buckling-resistance steel plate shear walls, as a new type of lateral force-resisting energy-dissipating component, have been widely used in the construction field in recent years. They have advantages such as high initial stiffness, large displacement ductility coefficient, and stable hysteretic energy dissipation, and can effectively absorb and dissipate seismic energy. At the same time, the wall panels do not bear vertical forces, making them easy to replace and repair after an earthquake.

[0005] In summary, by concentrating the performance advantages of self-resetting technology and buckling-restrained steel plate shear wall technology on double-column pier structures, and fully leveraging the seismic performance advantages of these technologies, we can develop a double-column buckling-restrained steel plate shear wall pier structure with self-resetting capability. This will improve the seismic performance and post-earthquake recovery capacity of piers, address the seismic deficiencies of traditional piers, and has significant engineering application value and socio-economic benefits. Summary of the Invention

[0006] The present invention aims to provide a self-resetting square steel tube concrete composite bridge pier structure with a dual energy dissipation mechanism.

[0007] A self-resetting square steel tube concrete composite bridge pier structure with dual energy dissipation mechanisms includes: a foundation beam, a composite pier column installed on the foundation beam, and a cap beam installed on the composite pier column; energy dissipation supports are provided between the foundation beam and the composite pier column and between the composite pier column and the cap beam. The energy-dissipating support includes: Support top plate and support bottom plate; A force-relief assembly is installed between the top plate and the bottom plate of the support; And a flexible support plate disposed between the top plate and the bottom plate of the support; The support top plate, support bottom plate, and flexible support plate form a limiting space, and the force relief component is located within the limiting space.

[0008] The force-relieving assembly includes: A first annular web plate is disposed on the top plate of the support; The second annular web plate is provided on the base plate of the support; And the mounting shaft that connects the first annular web and the second annular web in series; The first and second annular webs cooperate with each other and are provided with insertion holes for the mounting shaft to be inserted.

[0009] The flexible support plate includes two flange plates and a flexible seismic-resistant layer disposed between the two flange plates.

[0010] A combined restraint device is installed within the space enclosed by the foundation beam, cap beam, and composite pier.

[0011] The combined constraint device includes: Energy-consuming steel plates; A combined constraint plate welded to the energy-consuming steel plate; Adjustable stranded wire support welded to the combined constraint plate; And the stranded wire installed on the adjustable stranded wire support.

[0012] A combined constraint plate is welded to each of the two sides of an energy-consuming steel plate.

[0013] The combined constraint plate includes: Square steel pipes are welded onto the energy-consuming steel plate, and multiple sections of square steel pipes are welded together to form a square. Two foundation steel plates are welded inside the square enclosed by the square steel pipe, and a casting space is formed between the two foundation steel plates; Casting holes and venting holes are provided on the square steel pipe; And the concrete poured into the pouring space through the pouring hole and the vent hole.

[0014] The casting space is equipped with reinforcing bars and rivets.

[0015] The energy-consuming steel plate is fixed to the space enclosed by the foundation beam, cap beam and composite pier column by connectors.

[0016] The connector is welded with a stranded wire end support, and the end of the stranded wire is fixed on the stranded wire end support.

[0017] Further preferred, a self-resetting square steel tube concrete composite bridge pier structure with a dual energy dissipation mechanism includes: Gabion; Composite piers; Foundation beam; Energy-consuming support; A buckling-resistant energy-dissipating steel plate with constrained strands.

[0018] In this invention, the structure is assembled from composite piers, energy-dissipating supports, embedded buckling-restrained energy-dissipating steel plates, composite restraint plates, and connecting plates. The embedded buckling-restrained energy-dissipating steel plates are connected to the cap beam and foundation beam via connecting plates at the top and bottom, and to the composite piers at the left and right via energy-dissipating supports. The buckling-restrained energy-dissipating steel plate components are fixed within the composite restraint plates by diagonal support components, which are prestressed shape memory alloy strands or prestressed ordinary steel strands. The advantage of this structure is that it features self-resetting buckling-restrained steel plates and dual energy-dissipating components. Through an innovative mechanism of "active reset + graded energy dissipation," under seismic loading, the pier can automatically recover to its initial position using its own restoring force (such as structural self-weight, unbonded prestressed tendons, etc.). By adjusting the initial position, the residual displacement after the earthquake is effectively reduced, thereby reducing the damage to the bridge structure caused by the earthquake and ensuring the basic usability of the bridge after the earthquake. This solves the core pain points of traditional bridge piers, such as "difficult to repair after the earthquake, short lifespan, and high cost". It provides a "high safety, fast recovery, and sustainable" solution for bridge engineering. Its significance lies not only in improving the seismic resistance of individual bridge piers, but also in promoting the transformation of infrastructure from "passive repair after the disaster" to "proactive prevention before the earthquake + rapid self-healing after the earthquake". It has a profound impact on improving urban resilience and ensuring people's safety.

[0019] Furthermore, two vertical composite piers are installed between the cap beam and the foundation beam to form an integral frame. Buckling-resistant energy-dissipating steel plates with restraining strands are arranged within the frame.

[0020] Furthermore, the four sides of the buckling-resistant energy-dissipating steel plate with the constraint strands are connected to the overall frame via upper, lower, left, and right connecting plates.

[0021] Furthermore, the composite pier is connected to the cap beam and the foundation beam by the energy-dissipating support.

[0022] The energy-dissipating support includes: A pair of nodal upper flanges and a pair of nodal lower flanges; Support top plate and support bottom plate; Several annular webs; Pin-shaped round rod; Flexible filler material.

[0023] Furthermore, an upper flange plate and several annular web plates are welded to the top plate of the support, and a lower flange plate and several annular web plates are welded to the bottom plate of the support. The flange plates are symmetrically welded to both sides of the annular web plates. The number of annular web plates welded to the top and bottom plates of the support is several and they are arranged in an alternating pattern. Each annular web plate is provided with a pin hole, through which a pin passes to form the entire energy-dissipating support.

[0024] Furthermore, a gap is left between the upper flange plate and the lower flange plate of the node, and the gap is filled with the flexible filling material. The flexible filling material can be shape memory alloy (SMA, nickel-titanium alloy), low carbon steel, low alloy steel, rubber support material, fiber reinforced composite material (FRP), polymer modified elastic material, aerogel composite material, or polyurethane material (PU).

[0025] Furthermore, multiple rows of anchor bolt connection holes are provided on the support base plate, and the energy dissipation support, the cap beam, and the foundation beam are all connected by anchor bolts through the top and bottom plates of the connecting plate. Furthermore, the support top plate and the combined pier column are connected by welding.

[0026] The buckling-resistant energy-dissipating steel plate with constrained strands includes: Combined constraint plate; Twisted wire; Energy-consuming steel plates; Adjustable stranded wire support; Adjustable end support.

[0027] Furthermore, the combined constraint plate uses a constraint square steel tube as a rectangular frame, with a steel plate at the bottom. Double-layer bidirectional steel bars are arranged in the groove formed by the rectangular frame and the bottom steel plate, and the steel bars are arranged in a crisscross pattern. Each section of steel bar has a 90-degree hook at the end. A pair of longitudinal and transverse studs are set at each of the four corners of the groove frame. A 6mm thick pad steel plate is laid around the steel plate, and pouring holes are added around the perimeter and vent holes are set at the four corners. Finally, concrete is poured into the groove.

[0028] Furthermore, the adjustable stranded wire support is welded onto the bottom steel plate. The adjustable stranded wire support consists of a threaded circular sleeve and a fisheye bolt. The fisheye bolt is inserted into the circular sleeve through the thread, and the height of the fisheye bolt can be adjusted by rotating the bolt.

[0029] Furthermore, the combined constraint plate and the adjustable stranded wire support are connected together by the stranded wire to form a whole, and the plurality of adjustable stranded wire supports are arranged at the four corners and the middle of the base plate, wherein the height of the adjustable stranded wire support in the middle is higher than that of the adjustable stranded wire supports at the four corners.

[0030] Furthermore, a stranded wire end support is welded to each end of the upper and lower connecting plates. The stranded wire passes through the stranded wire end support and the adjustable stranded wire support, and the combined constraint plate is fixed to the front and back sides of the energy-consuming steel plate by tightening the stranded wire.

[0031] Furthermore, the stranded wire can have a circular cross-section, mainly made of high-carbon steel, with a diameter set between 10 and 12 mm, and the angle between the middle stranded wire and the end stranded wire can be freely adjusted and controlled between 10 and 30°.

[0032] Furthermore, the stranded wire end support is welded to the upper connecting plate and the lower connecting plate; then it is connected to the adjustable stranded wire support via the stranded wire, and fixed by tightening the stranded wire of the stranded wire end support.

[0033] Compared with existing technologies, the main advantages of this invention are: This invention discloses a self-resetting square steel tube concrete composite bridge pier structure with a dual energy dissipation mechanism and its construction method. By combining a buckling-restrained energy-dissipating steel plate shear wall with a double-column pier equipped with energy-dissipating supports, a novel rigid-flexible lateral resistance system is formed. Through the embedded buckling-restrained steel plate shear wall, the lateral stiffness and energy dissipation capacity of the pier are significantly improved, effectively absorbing and dissipating seismic energy and protecting the main pier structure from damage. The steel plate shear wall and the pier column form a synergistic force-bearing system, changing the traditional shear failure mode of bridge piers and improving the overall stability of the pier. After an earthquake, firstly, the restraint strands provide restoring force and bearing capacity to the pier and steel plate shear wall, greatly enhancing their bearing capacity. Secondly, only the damaged steel plate shear wall needs to be replaced to restore the seismic performance of the pier; no large-scale repair of the main structure is required, allowing the pier to return to its original state.

[0034] This invention employs a self-resetting dual energy dissipation mechanism. Specifically, under small displacements, the composite pier nodes return to their initial position through elastic deformation of the flexible material, without damage to the flexible material. The overall frame provides self-resetting capability through the tension of the cross-stretchers. Furthermore, under large displacements, the composite pier nodes dissipate energy through plastic deformation of the flexible material, without damage to other components of the nodes. The overall frame dissipates energy through buckling-resistance energy-dissipating steel plates, while the cross-stretchers provide a self-resetting force for the overall frame to return to its initial position. After a major earthquake, pier repair can be completed simply by replacing the flexible material and energy-dissipating steel plates at the nodes.

[0035] Compared to traditional bridge pier structures, the damage after an earthquake is concentrated on replaceable energy-dissipating steel plates. Repairs do not require the removal of concrete or the addition of temporary supports, thus shortening the replacement cycle. Furthermore, the bridge piers are highly prefabricated, making on-site assembly convenient and reducing the need for on-site concrete pouring, which meets the requirements of green construction. In addition, it overcomes the shortcomings of traditional bridge piers in terms of seismic performance, improves the self-resetting ability of bridge piers, and meets the requirements of industrialized construction and green construction. Attached Figure Description

[0036] Figure 1 is a schematic diagram of a self-resetting square steel tube concrete composite bridge pier structure with a dual energy dissipation mechanism according to the present invention.

[0037] Figure 2 is Figure 1 Detailed schematic diagram of the energy-dissipating supports in all directions.

[0038] Figure 3 is Figure 2 Detailed schematic diagram of the interior of the medium-energy-consuming support.

[0039] Figure 4 is Figure 1 Detailed schematic diagram of the middle cover plate.

[0040] Figure 5 is Figure 4 Detailed schematic diagram of the interior of the combined constraint plate.

[0041] Figure 6 is Figure 4 A schematic diagram of the internal structure of the combined constraint plate.

[0042] Figure 7 is Figure 1 Detailed schematic diagram of the end support for the stranded wire.

[0043] Figure 8 shows the calculation results of a bridge pier structure with dual energy consumption. Detailed Implementation

[0044] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0045] like Figure 1 As shown, the present invention proposes a self-resetting square steel tube concrete composite bridge pier structure with a dual energy dissipation mechanism, comprising: beams, composite pier columns, connecting plates, embedded buckling-resistance steel plates, energy dissipation bearings, stranded wire bearings, and composite restraint plates. The beams include: cap beam 1 and foundation beam 8. The composite pier columns include: left composite pier column 3 and right composite pier column 11. The connecting plates include: left connecting plate 4 and right connecting plate 10, with the left and right side plates welded to the left and right composite pier columns respectively, connecting the bottom plate 7, top plate 13, upper connecting plate 14, and lower connecting plate 15. The bearings include: upper left energy dissipation bearing 2, lower left energy dissipation bearing 5, upper right energy dissipation bearing 12, and lower right energy dissipation bearing 9, with a composite restraint plate 17 connecting the left and right composite pier columns.

[0046] like Figure 2 As shown, the energy-dissipating support includes: a support top plate 2-1, a support bottom plate 2-4, an upper flange plate 2-2, a lower flange plate 2-5, flexible material 2-3, an annular web 2-7, and a shaft pin 2-6. A gap is left between the upper and lower flange plates to be filled with flexible material. The annular plate is connected to the support top plate and the flange plates by welding.

[0047] like Figure 3 As shown, it is for Figure 2 The internal details of the energy dissipation support include: an upper annular web 2-7-1 and a lower annular web 2-7-2; several annular webs are welded to the support bottom plate and the support top plate, wherein the annular webs are arranged in an alternating manner, and finally the several annular webs are fixed by inserting pins and round rods.

[0048] like Figure 4 As shown, the cover plate includes: stranded wire 17-1, adjustable stranded wire support 17-2, energy-consuming steel plate 17-3, and combined constraint plate 17-4. The combined constraint plate, adjustable stranded wire support, and energy-consuming steel plate are used as a whole. Several adjustable stranded wire supports are welded to the steel plates on both sides of the combined constraint plate. The middle adjustable stranded wire support is higher than the four corner adjustable stranded wire supports. Then, the several supports are connected together by stranded wire.

[0049] like Figure 5As shown in the schematic diagram, the internal details of the combined constraint plate include: square steel pipe 18-1, concrete 18-2, pouring hole 18-3, and vent hole 18-4. The combined constraint plate uses the constrained square steel pipe as a rectangular frame, with a steel plate at the bottom. The rectangular frame and the bottom steel plate form a groove, and each square steel pipe is provided with a pouring hole and a vent to facilitate the subsequent pouring of concrete into the groove.

[0050] like Figure 6 As shown, the internal structure of the composite restraint plate includes: concrete 19-1, steel bar 19-2, stud 19-4, adjustable strand support 19-5, and fisheye bolt 19-6. The composite restraint plate uses a restraint square steel tube as a rectangular frame. Double-layer bidirectional steel bars are arranged in the groove formed by the rectangular frame and the bottom steel plate. The steel bars are arranged in a crisscross pattern. Each section of steel bar has a 90-degree hook at the end. A pair of studs are set at each of the four corners of the groove frame.

[0051] like Figure 7 As shown in the detailed drawing, the stranded wire end support includes: stranded wire end support 16-1, adjustable stranded wire support 16-2, and stranded wire 16-1. The stranded wire end support is welded to both ends of the upper connecting plate and the lower connecting plate, and the end support and the adjustable support are connected together by the stranded wire.

[0052] like Figure 8 The figure shows a comparison of the seismic performance test results of two-column bridge piers with flat steel plates, self-resetting steel plates, and self-resetting buckling-resistance steel plates. The figure shows that the hysteresis curve of the flat steel plate (dotted line) is dispersed, and the residual deformation is significantly greater than that of the self-resetting structure, indicating poor seismic performance and inability to be repaired after an earthquake. The curve of the self-resetting steel plate (solid line) is much fuller than that of the flat steel plate, exhibiting stable energy dissipation capacity during cyclic loading. The hysteresis curve approaches the origin after unloading, indicating small residual deformation, reflecting the "self-resetting" characteristic and effectively reducing residual displacement of the structure after an earthquake. The hysteresis curve of the self-resetting buckling-resistance steel plate (dashed line) is fuller than the other two types, significantly improving bearing capacity, having a larger energy dissipation area, and superior seismic performance. Simultaneously, the residual inter-story displacement of the structure is small, allowing the structure to quickly return to its original position after an earthquake, making seismic repair easier.

Claims

1. A self-centering square concrete-filled steel tubular (SCS-CFT) bridge pier structure with dual energy dissipation mechanisms, comprising: The foundation beam, the composite pier column installed on the foundation beam, and the cap beam installed on the composite pier column; characterized in that energy dissipation supports are arranged between the foundation beam and the composite pier column and between the composite pier column and the cap beam; The energy dissipation support comprises: a support top plate and a support bottom plate; a force relieving assembly arranged between the support top plate and the support bottom plate; and a flexible support plate arranged between the support top plate and the support bottom plate; The support top plate and the support bottom plate and the flexible support plate form a limiting space, and the force relieving assembly is located in the limiting space.

2. The self-centering square concrete-filled steel tubular bridge pier structure with dual energy dissipation mechanisms of claim 1, wherein, The force relieving assembly comprises: a first annular web arranged on the support top plate; a second annular web arranged on the support bottom plate; and a mounting shaft stringing the first annular web and the second annular web; The first annular web and the second annular web cooperate with each other and are provided with a socket for inserting the mounting shaft.

3. The self-centering square concrete-filled steel tubular bridge pier structure with dual energy dissipation mechanisms of claim 1, wherein The flexible support plate comprises two flange plates and a flexible anti-seismic layer arranged between the two flange plates.

4. The self-centering square steel tube concrete hybrid bridge pier structure of dual energy dissipation mechanisms according to claim 4, characterized in that, A composite constraint device is arranged in a space enclosed by the foundation beam, the cap beam and the composite pier column.

5. The self-centering square steel tube concrete hybrid bridge pier structure with dual energy dissipation mechanisms of claim 1, wherein, The composite constraint device comprises: an energy dissipation steel plate; a composite constraint plate welded to the energy dissipation steel plate; an adjustable wire support welded to the composite constraint plate; and a wire installed on the adjustable wire support.

6. The self-centering square steel tube concrete hybrid bridge pier structure of dual energy dissipation mechanisms according to claim 5, characterized in that, One composite constraint plate is welded to each of two surfaces of the energy dissipation steel plate.

7. The self-centering square steel tube concrete hybrid bridge pier structure of dual energy dissipation mechanisms according to claim 5, wherein, The composite constraint plate comprises: a square steel pipe welded to the energy dissipation steel plate, and multiple sections of the square steel pipe are welded to form a square shape; two base steel plates welded in the square shape enclosed by the square steel pipe, and a pouring space is formed between the two base steel plates; a pouring hole and an exhaust hole arranged on the square steel pipe; and concrete poured in the pouring space through the pouring hole and the exhaust hole.

8. The self-centering square steel tube concrete hybrid bridge pier structure of dual energy dissipation mechanisms according to claim 5, wherein, Steel bars and rivets are arranged in the pouring space.

9. The self-centering square steel tube concrete hybrid bridge pier structure of dual energy dissipation mechanisms according to claim 5, wherein, The energy dissipation steel plate is fixed to the space enclosed by the foundation beam, the cap beam and the composite pier column through a connecting piece.

10. The self-centering square steel tube concrete hybrid bridge pier structure of dual energy dissipation mechanisms according to claim 9, wherein, A wire end support is welded to the connecting piece, and the end of the wire is fixed to the wire end support.

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