A wall-double-column combined pier structure system

Abstract

The present invention relates to a wall-type double-column combined pier structure system, which belongs to the field of bridge engineering technology. The structural system mainly includes a cap beam, a swing pier, a replaceable corrugated steel web, a pier bottom energy dissipation device, a swing steel base, a pedestal and unbonded prestressed tendons. A pier bottom energy dissipation device is provided at the lower part of the swing pier, which is composed of an energy-absorbing steel rod, an outer steel plate, a bottom steel plate and a fixed ear plate; the replaceable corrugated steel web is placed between the two piers, and the upper flange plate is directly installed on the cap beam through pre-embedded high-strength bolts, and is fixed to the pedestal through a swing steel base; unbonded prestressed steel bars are provided through the center of the swing pier. Under the action of an earthquake, the structural system forms a synergistic energy dissipation-graded swing mechanism of "corrugated steel web deformation energy dissipation-corrugated steel web swinging-pier swinging and energy dissipation", which can more effectively dissipate earthquake energy, reduce residual structural deformation, and improve the structural seismic resistance and functional recoverability.

Description

Technical Field

[0001] The invention relates to a wall-double-column combined pier structure system, belonging to the technical field of bridge engineering. Background Art

[0002] Bridges are key nodes in transportation networks, and bridge seismic research has always been an important topic in the field of civil engineering. Its core goal is to improve the safety and reliability of bridge structures under earthquakes. Traditional seismic design mainly relies on the strength and stiffness of the structure itself to resist earthquakes, but this method is often unable to cope with the huge damage caused by strong earthquakes, especially after the structure yields, its seismic performance will drop sharply. With the increasing attention paid to the seismic resistance of bridges, traditional seismic design has become difficult to meet the structural seismic requirements. As the requirements for the seismic performance of bridge structures continue to increase, the continuous search for more efficient and reasonable seismic design methods and new seismic-resistant structural systems has become an important goal in the field of bridge seismic resistance.

[0003] In recent years, the concept of structural seismic resilience has been increasingly emphasized. Under the concept of functionally resilient design, structural systems can proactively and rapidly restore their functions after disasters such as earthquakes, reducing the time and cost of manual repairs and extending the service life of the structure. As an innovative bridge structure based on this concept, rocking piers are based on the fundamental principle of creating a rocking interface between the pier and the abutment. Unbonded prestressed tendons and energy dissipation devices connect the pier and abutment into a single unit. Under earthquake action, the connection between the pier and abutment continuously "lifts" and "closes," causing the pier to rock. This reduces the lateral stiffness of the pier, prolongs the natural vibration period of the bridge structure, and acts as a seismic isolation and energy dissipation device. Rocking piers also possess a certain degree of self-resetting and energy dissipation capabilities. However, traditional rocking pier structures generally only involve rocking the pier, resulting in insufficient energy dissipation and self-resetting capabilities. When the energy dissipation device or rocking interface is severely damaged, repair can be complex, and after an earthquake, the damage is severe and difficult to replace. With the development of ductile seismic design concepts, new seismic design concepts such as multiple lines of defense and graded energy dissipation have become a focus of attention for engineers, researchers, and other practitioners. These concepts also provide new options and approaches to meet the growing demands for seismic design. Combining these concepts with swaying pier structures can significantly enhance structural energy dissipation capacity and protect the main structure. In summary, it is urgent to combine multiple lines of defense with the concepts of coordinated energy dissipation and graded swaying to propose a new wall-type and double-column composite pier structure that not only meets the energy dissipation requirements of ductile seismic design and post-earthquake functional recovery under earthquake action, but also features replaceable features. Summary of the Invention

[0004] In response to the problems of existing bridge structure engineering technology and related structural systems, the present invention proposes a wall-type and double-column combined pier structure system. This structural system introduces the concept of coordinated energy dissipation and graded swing, which can more effectively dissipate seismic energy, reduce residual structural deformation, and improve post-earthquake functional recovery capabilities. In addition, the additional corrugated steel web wall and related supporting and connecting components are relatively easy to construct. As replaceable energy-absorbing components, they can be quickly replaced after damage, thereby reducing the cost and time of post-earthquake maintenance while ensuring the safety of the bridge under earthquake action.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is as follows:

[0006] A wall-type double-column combined pier structure system includes a cap beam, a swing pier, a cap, a replaceable corrugated steel web wall, and a swing steel base;

[0007] The two swing piers are placed between the cap beam and the pedestal, and the replaceable corrugated steel web is placed between the two swing piers. The upper portion of the replaceable corrugated steel web is directly connected to the cap beam via pre-embedded high-strength bolts, and the lower portion is fixed to the top of the pedestal via the swing steel base.

[0008] The swing pier includes a pier bottom energy dissipation device, unbonded prestressed tendons and prestressed tendon channels; the pier bottom energy dissipation device is arranged at the lower part of the swing pier; the top and bottom of the swing pier are both provided with swing interfaces, and a prestressed tendon channel is reserved at the center of the swing pier for the unbonded prestressed tendons to pass through. After tensioning, the unbonded prestressed tendons are anchored to the cap beam and the pedestal.

[0009] Furthermore, after the unbonded prestressed tendons are tensioned, their ends are fixed to the cap beam and the pedestal using prestressed tendon anchors to provide self-resetting capability.

[0010] Furthermore, the replaceable corrugated steel web wall is installed by means of flange plates, which include upper flange plates on the corrugated steel web wall and lower flange plates on the corrugated steel web wall. The upper flange plates on the corrugated steel web wall are rigidly connected to the cap beam through high-strength embedded bolts, and the lower flange plates on the corrugated steel web wall are connected and fixed to the pedestal through a rocking steel base.

[0011] Furthermore, the distance between the replaceable corrugated steel web wall and the left and right swing piers is at least 40 cm to ensure swing deformation space so that it does not collide with the swing piers during earthquake operation.

[0012] Furthermore, the rocking steel base is formed by staggered jointing of a removable open-hole steel plate and a bottom fixed open-hole splint; the removable open-hole steel plate is fixed to the bottom of the replaceable corrugated steel web by bolts, and the bottom fixed open-hole splint is fixed to the upper surface of the base; the removable open-hole steel plate and the bottom fixed open-hole splint are fixed together by sliding friction bolts; the removable open-hole steel plate is provided with a plurality of groups of vertical strip-shaped open holes, and the sliding friction bolts pass through and are placed at the bottom of the open holes, thereby pre-tightening the removable open-hole steel plate and the bottom fixed open-hole splint together; the reserved length of the open holes is adapted to the lifting amplitude of the graded energy-dissipating rocking design of the replaceable corrugated steel web; the sliding friction bolts can apply a pre-tightening force, so that the replaceable corrugated steel web can be deformed and thus consume energy until it enters the rocking lifting stage.

[0013] Furthermore, anti-buckling stiffening ribs are provided on the bottom fixed hole clamping plate to avoid premature buckling failure of the hole steel plate during the swing lifting process.

[0014] Furthermore, the corrugation size of the replaceable corrugated steel web and the width-to-thickness ratio of the removable perforated steel plate, the bottom fixed perforated splint, and the anti-buckling stiffening ribs must meet the local buckling strength requirements to ensure the plastic deformation capacity and overall stability of the replaceable corrugated steel web.

[0015] Furthermore, the pier bottom energy dissipation device includes an energy-absorbing steel rod, a fixed ear plate, a bottom steel plate and an outer steel plate; the bottom steel plate is arranged at the bottom of the swinging pier, and a hole is opened in the center thereof, which serves as the swinging interface of the bottom of the swinging pier, and a friction surface is arranged on the surface to ensure that the swing of the pier lags behind the swing of the replaceable corrugated steel web wall; the outer steel plate is also arranged around the bottom of the swinging pier, the outer steel plate is located on the bottom steel plate, and the fixed ear plate is fixed on the outside of the outer steel plate; the top of the energy-absorbing steel rod is connected to the fixed ear plate by bolts, and the bottom of the energy-absorbing steel rod is connected to the bottom steel plate; the outer steel plate and the energy-absorbing steel rod are connected in parallel, so that the swinging pier can dissipate seismic energy while swinging.

[0016] Furthermore, in order to avoid stress concentration, stiffening ribs are provided at the weld joints between the fixed ear plates and the outer steel plates for local reinforcement.

[0017] Furthermore, under the action of a small earthquake, the cap beam of the structural system shifts laterally, the rocking piers deform elastically, and the replaceable corrugated steel web wall only dissipates the seismic energy through deformation and does not drive the rocking steel base to swing. This is because the internal force of the lift-off generated by the deformation of the replaceable corrugated steel web wall does not reach the lift-off limit of the sliding friction bolts of the rocking steel base; under the action of a medium earthquake, the cap beam of the structural system shifts laterally more, the rocking piers deform elastically, and the internal force of the lift-off of the replaceable corrugated steel web wall reaches the lift-off limit of the sliding friction bolts, and begins to drive the sliding friction bolts through the removable perforated steel plate. When the bolts are misaligned, the rocking steel base causes the replaceable corrugated steel web to rock, and the replaceable corrugated steel web deforms and dissipates energy while rocking to isolate the structure. Under the action of a large earthquake, the lateral displacement of the cap beam of the structural system is further increased. While the replaceable corrugated steel web deforms and rocks, the rocking pier reaches the pressure relief limit state, an opening appears on the rocking interface and begins to enter the rocking state. At the same time, the energy dissipation device at the bottom of the pier deforms and dissipates energy. Finally, the structural system forms a coordinated energy dissipation and graded rocking working mechanism of "corrugated steel web deformation energy dissipation - corrugated steel web rocking - pier rocking and energy dissipation".

[0018] After adopting the above technical solution, the present invention has at least one of the following beneficial effects compared with the prior art:

[0019] 1) The present invention adopts a construction method of factory prefabrication and on-site assembly. In addition to the on-site casting of the foundation, the cap beam, swing pier, swing steel base, replaceable corrugated steel web wall, pier bottom energy-absorbing damper and other structures are all produced in the factory and then transported to the construction site for assembly. The construction quality of the structural system is precise and controllable, the construction is simple and efficient, and the production method is energy-saving, emission-reducing and environmentally friendly.

[0020] 2) This invention utilizes a graded energy-dissipating swaying mechanism, progressively adjusting the intensity of small, moderate, and large earthquakes. This mechanism adapts to various earthquake intensities, effectively controlling the location of damage within the pier structure, improving the seismic performance of the piers, further minimizing damage to the main pier structure, and enhancing post-earthquake functional recoverability. The additional, replaceable corrugated steel webs feature corrugations that are ribbed, providing excellent lateral resistance and strong local buckling stability. Furthermore, their low stiffness and high deformation capacity along the wave direction allow for significant elastic-plastic deformation under earthquake conditions without immediate damage, thereby absorbing and dissipating more energy and providing enhanced protection for the piers.

[0021] 3) This invention utilizes a rocking steel base to achieve the self-resetting capability of the additional, replaceable corrugated steel webs. The self-resetting function of the bridge piers is achieved by leveraging the restoring force provided by the unbonded prestressed steel bars and the deadweight of the superstructure. During an earthquake, the corrugated steel webs and piers sway. After the earthquake subsides, the restoring force of the rocking steel base, the prestressed steel bars, and the gravity of the superstructure combine to restore the twin-pillar pier system to its initial position, minimizing residual displacement of the bridge structure after an earthquake. This self-resetting capability significantly improves the bridge's post-earthquake resilience and reduces the workload and cost of post-earthquake repairs.

[0022] 4) The replaceable components in this invention include corrugated steel webs, pier bottom energy-absorbing dampers, and other structures, all of which are typically bolted together. During an earthquake, the replaceable components yield first and absorb the seismic energy, while the rest of the bridge remains relatively intact. After the earthquake, the bridge can quickly resume normal function by simply replacing the damaged replaceable components. This design greatly simplifies post-earthquake repair work, reduces repair costs and time, and extends the life of the bridge. Regularly replacing worn or aged replaceable components effectively extends the life of the bridge. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 This is an overall schematic diagram of the wall-double-column combined pier structure system of the present invention;

[0024] Figure 2 This is a schematic elevation diagram of the wall-double-column combined pier structure system of the present invention;

[0025] Figure 3 This is a top view of the key structure of the pier top of the wall-double-column combined pier structure system of the present invention;

[0026] Figure 4 Schematic diagram of the replaceable corrugated steel web and its connection structure of the present invention;

[0027] Figure 5 This is a schematic diagram of the rocking steel base structure at the bottom of the replaceable corrugated steel web wall of the present invention;

[0028] Figure 6 Schematic diagram of the present invention's replaceable corrugated steel web bottom swing steel base structure split;

[0029] Figure 7 This is a schematic diagram of the energy dissipation device at the bottom of a swing pier according to the present invention;

[0030] Figure 8 Schematic diagram of the working mechanism of the wall-double-column combined pier structure system of the present invention under earthquake action; wherein, (a) is the working mechanism under small earthquake action; (b) is the working mechanism under moderate earthquake action; and (c) is the working mechanism under large earthquake action. DETAILED DESCRIPTION

[0031] The following is combined with Figure 1-8 The present invention will be further described in detail with specific implementations to facilitate a clear understanding of the present invention, but they do not constitute a limitation to the present invention.

[0032] In the description of the present invention, it should be noted that the terms "upper", "lower", "front", "back", "left", "right", "vertical", "inside", "outside", etc., indicating directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific direction, be constructed and operated in a specific direction. Therefore, they cannot be understood as limiting the present invention.

[0033] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood broadly. For example, they may refer to fixed connections, detachable connections, or integral connections. They may be mechanical or electrical connections. They may be directly connected or indirectly connected through an intermediary. Those skilled in the art will understand the specific meanings of these terms in the present invention based on the specific circumstances.

[0034] As attached Figure 1-3 As shown, a wall-type and double-column combined pier structure system of this embodiment includes a cap beam 1, a swinging pier 2, a pedestal 3, a replaceable corrugated steel web wall 4, and a swinging steel base 5. In this embodiment, the cross-section of the swinging pier 2 can be a rectangular cross-section, and the construction process is relatively simple. The two swinging piers 2 are placed between the cap beam 1 and the pedestal 3, and the replaceable corrugated steel web wall 4 is placed between the two swinging piers 2. The upper part of the replaceable corrugated steel web wall 4 is directly installed and connected to the cap beam 1 through pre-embedded high-strength bolts, and the lower part is fixed to the top of the pedestal 3 through the swinging steel base 5. The swinging pier 2 includes a pier bottom energy dissipation device 6, unbonded prestressed tendons 7, and prestressed tendon channels 9. After the unbonded prestressed tendons 7 are tensioned, the prestressed tendon anchors 8 are used to fix their ends to the cap beam 1 and the pedestal 3 respectively, providing self-resetting capabilities. The pier bottom energy dissipation device 6 is arranged at the lower part of the swinging pier 2. The top and bottom of the swing pier 2 are both provided with swing interfaces. A prestressed tendon channel 9 is reserved at the center of the swing pier 2 for the unbonded prestressed tendons 7 to pass through. The unbonded prestressed tendons 7 are anchored on the cap beam 1 and the pedestal 3 after tensioning.

[0035] In this embodiment, Figure 4 As shown, the replaceable corrugated steel web wall 4 is installed by means of flange plates, which include an upper flange plate 10 on the corrugated steel web wall and a lower flange plate 11 on the corrugated steel web wall. The upper flange plate 10 on the corrugated steel web wall is rigidly connected to the cap beam 1 through high-strength embedded bolts, and the lower flange plate 11 on the corrugated steel web wall is connected and fixed to the base 3 through a rocking steel base 5.

[0036] In this embodiment, the distance between the replaceable corrugated steel web wall 4 and the left and right swing piers 2 is at least 40 cm to ensure the swing deformation space so that it does not collide with the swing piers 2 during earthquakes.

[0037] like Figure 5-6 As shown, the rocking steel base 5 is constructed by staggered butt joints of a removable perforated steel plate 12 and a bottom fixed perforated clamping plate 13. The removable perforated steel plate 12 is bolted to the bottom of the replaceable corrugated steel web 4, while the bottom fixed perforated clamping plate 13 is fixed to the upper surface of the pedestal 3. The removable perforated steel plate 12 and the bottom fixed perforated clamping plate 13 are secured together by sliding friction bolts 14. The removable perforated steel plate 12 is provided with multiple vertical strip-shaped openings. Sliding friction bolts 14 pass through and are positioned at the bottom of the openings, thereby pre-tightening the removable perforated steel plate 12 and the bottom fixed perforated clamping plate 13 together. The reserved length of the openings is adapted to the lifting amplitude of the graded energy-dissipating rocking design of the replaceable corrugated steel web 4. The sliding friction bolts 14 apply a preload force, causing the replaceable corrugated steel web 4 to deform and dissipate energy until it enters the rocking lifting stage.

[0038] In this embodiment, the openings of the liftable perforated steel plate 12 and the bottom fixed perforated splint 13 are both in the form of oblong holes. The size and number of the openings are designed to be 5 oblong holes based on the lifting amplitude of the graded energy dissipation swing design of the corrugated steel web, and the openings are evenly and symmetrically arranged on the surface of the perforated steel plate 12.

[0039] In this embodiment, Figure 1-2 As shown, three swing steel bases 5 are arranged based on the column spacing of a double-column bridge pier, ensuring that the swing steel bases 5 are evenly spaced and symmetrically arranged between the piers. Furthermore, anti-buckling stiffeners 15 are provided on the bottom fixed perforated clamping plate 13 to prevent premature buckling failure of the perforated steel plate during the swing lift process.

[0040] In this embodiment, the corrugation size of the replaceable corrugated steel web 4 and the width-to-thickness ratio of the removable perforated steel plate 12, the bottom fixed perforated splint 13, and the anti-buckling stiffener 15 must meet the local buckling strength requirements to ensure the plastic deformation capacity and overall stability of the replaceable corrugated steel web 4.

[0041] like Figure 7As shown, the pier bottom energy dissipation device 6 includes an energy dissipation steel rod 16, a fixed ear plate 17, a bottom steel plate 18, and an outer steel plate 19. The bottom steel plate 18 is arranged at the bottom of the rocking pier 2, and has a hole in its center. It serves as the rocking interface of the bottom of the rocking pier 2. A friction surface is provided on the surface. The friction surface can be sandblasted and then treated with red rust or inorganic zinc-rich paint coating to ensure that the rocking of the pier lags behind the rocking of the replaceable corrugated steel web 4. An outer steel plate 19 is also provided around the bottom of the rocking pier 2. The outer steel plate 19 is located on the bottom steel plate 18, and the outer side of the outer steel plate 19 is fixed with a fixed ear plate 17. The top of the energy dissipation steel rod 16 is connected to the fixed ear plate 17 by bolts, and the bottom of the energy dissipation steel rod 16 is connected to the bottom steel plate 18. The outer steel plate 19 is connected in parallel with the energy dissipation steel rod 16, so that the rocking pier 2 can dissipate seismic energy while rocking.

[0042] like Figure 7 As shown, energy-absorbing steel rods 16 are arranged in pairs on the left and right sides of the pier base, secured by fixed lugs 17 and outer steel plates 19. This allows them to sway with the rocking pier 2 to dissipate energy. Their number and location can be adjusted based on the actual energy dissipation and swaying requirements of the structural system. To avoid stress concentration, stiffening ribs are installed at the weld joints between the fixed lugs 17 and outer steel plates 19 for localized reinforcement.

[0043] The working principle of this embodiment is as follows Figure 8 As shown. Under the action of a small earthquake, the structural system's cap beam 1 shifts laterally, the rocking pier 2 undergoes elastic deformation, and the replaceable corrugated steel web wall 4 dissipates seismic energy only through deformation and does not cause the rocking steel base 5 to rock. This is because the internal lifting force generated by the deformation of the replaceable corrugated steel web wall 4 does not reach the lifting limit of the sliding friction bolts 14 of the rocking steel base 5. Under the action of a moderate earthquake, the structural system's cap beam 1 shifts laterally more, the rocking pier 2 undergoes elastic deformation, and the internal lifting force of the replaceable corrugated steel web wall 4 reaches the lifting limit of the sliding friction bolts 14. The sliding friction bolts 14 begin to shift through the removable perforated steel plate 12, causing the rocking steel base 5 to rock the replaceable corrugated steel web wall 4. The replaceable corrugated steel web wall 4 deforms and dissipates energy while rocking to isolate the structure. Under the action of a major earthquake, the lateral displacement of the cap beam 1 of the structural system further increases. While the replaceable corrugated steel web wall 4 is deforming and swaying, the swaying pier 2 reaches the pressure relief limit state, an opening appears on the swaying interface and begins to enter a swaying state. At the same time, the pier bottom energy dissipation device 6 deforms and dissipates energy. Finally, the structural system forms a coordinated energy dissipation and graded swaying working mechanism of "corrugated steel web wall deformation energy dissipation - corrugated steel web wall swaying - pier swaying and energy dissipation".

[0044] The above is merely a preferred embodiment of the present invention and does not constitute any formal limitation on the structure of the present invention. The layout and number of the present invention are not limited to this example and can be optimized according to actual engineering practices. Any modifications, equivalent changes, and decorations to the above embodiment based on the technical principles of the present invention that do not depart from the content of the technical solution of the present invention are still within the scope of the technical solution of the present invention.

Claims

1. A wall-double-column combined pier structure system, characterized by: It includes a cap beam (1), a swing pier (2), a cap (3), a replaceable corrugated steel web wall (4) and a swing steel base (5); The two swing piers (2) are placed between the cap beam (1) and the pedestal (3), and the replaceable corrugated steel web wall (4) is placed between the two swing piers (2). The upper part of the replaceable corrugated steel web wall (4) is directly connected to the cap beam (1) through pre-embedded high-strength bolts, and the lower part is fixed to the top of the pedestal (3) through the swing steel base (5); The swing pier (2) includes a pier bottom energy dissipation device (6), unbonded prestressed tendons (7) and a prestressed tendon duct (9); the pier bottom energy dissipation device (6) is arranged at the lower part of the swing pier (2); the top and bottom of the swing pier (2) are both provided with a swing interface, and a prestressed tendon duct (9) for the unbonded prestressed tendons (7) to pass through is reserved at the center of the swing pier (2), and the unbonded prestressed tendons (7) are anchored on the cap beam (1) and the pedestal (3) after tensioning; The replaceable corrugated steel web wall (4) is installed by means of flange plates, the flange plates comprising an upper flange plate (10) on the corrugated steel web wall and a lower flange plate (11) on the corrugated steel web wall, the upper flange plate (10) on the corrugated steel web wall being rigidly connected to the cap beam (1) by means of high-strength embedded bolts, and the lower flange plate (11) on the corrugated steel web wall being connected and fixed to the pedestal (3) by means of a rocking steel base (5); The rocking steel base (5) is formed by staggered butt jointing of a removable open-hole steel plate (12) and a bottom fixed open-hole splint (13); the removable open-hole steel plate (12) is fixed to the bottom of the replaceable corrugated steel web (4) by bolts, and the bottom fixed open-hole splint (13) is fixed to the upper surface of the base (3); the removable open-hole steel plate (12) and the bottom fixed open-hole splint (13) are fixed together by sliding friction bolts (14); the removable open-hole steel plate (12) is provided with multiple A vertical strip-shaped opening is formed, and the sliding friction bolt (14) passes through and is placed at the bottom of the opening, thereby pre-tightening the liftable opening steel plate (12) and the bottom fixed opening clamp (13) together; the reserved length of the opening is adapted to the lifting amplitude of the graded energy dissipation swing design of the replaceable corrugated steel web (4); the sliding friction bolt (14) can apply a pre-tightening force, so that the replaceable corrugated steel web (4) can be deformed and thus dissipate energy until it enters the swing lifting stage; The pier bottom energy dissipation device (6) includes an energy dissipation steel rod (16), a fixed ear plate (17), a bottom steel plate (18) and an outer steel plate (19); the bottom steel plate (18) is arranged at the bottom of the swinging bridge pier (2), and a hole is opened in the center thereof, serving as the swinging interface of the bottom of the swinging bridge pier (2), and a friction surface is arranged on the surface to ensure that the swing of the bridge pier lags behind the swing of the replaceable corrugated steel web wall (4); the outer steel plate (19) is also arranged around the bottom of the swinging bridge pier (2), and the outer steel plate (19) is located on the bottom steel plate (18), and the outer side of the outer steel plate (19) is fixed with the fixed ear plate (17); the top of the energy dissipation steel rod (16) is connected to the fixed ear plate (17) by bolts, and the bottom of the energy dissipation steel rod (16) is connected to the bottom steel plate (18); the outer steel plate (19) and the energy dissipation steel rod (16) are connected in parallel, so that the swinging bridge pier (2) can dissipate earthquake energy while swinging; Under the action of a small earthquake, the cap beam (1) of the structural system moves sideways, the swaying bridge pier (2) deforms elastically, and the replaceable corrugated steel web wall (4) dissipates the earthquake energy only by deformation and does not drive the swaying steel base (5) to swing. This is because the internal force of the replacement corrugated steel web wall (4) generated by the deformation does not reach the lifting limit of the sliding friction bolts (14) of the swaying steel base (5); under the action of a medium earthquake, the cap beam (1) of the structural system moves sideways more, the swaying bridge pier (2) deforms elastically, and the internal force of the replacement corrugated steel web wall (4) reaches the lifting limit of the sliding friction bolts (14), and begins to be lifted by the liftable perforated steel plate (12). The dynamic sliding friction bolts (14) are displaced, and the rocking steel base (5) causes the replaceable corrugated steel web wall (4) to rock, and the replaceable corrugated steel web wall (4) is deformed and energy is dissipated while rocking and isolating the structure; under the action of a large earthquake, the lateral displacement of the cap beam (1) of the structural system is further increased, and while the replaceable corrugated steel web wall (4) is deformed and rocked, the rocking bridge pier (2) reaches the pressure relief limit state, an opening appears on the rocking interface and begins to enter the rocking state, and at the same time, the pier bottom energy dissipation device (6) is deformed and energy is dissipated, and finally the structural system forms a coordinated energy dissipation and graded rocking working mechanism of "corrugated steel web wall deformation energy dissipation - corrugated steel web wall rocking - pier rocking and energy dissipation".

2. The wall-type double-column combined pier structure system according to claim 1, characterized in that: After the unbonded prestressed tendons (7) are tensioned, the ends thereof are fixed to the cap beam (1) and the pedestal (3) using prestressed tendon anchors (8) to provide self-resetting capability.

3. The wall-double-column combined pier structure system according to claim 1, characterized in that: The distance between the replaceable corrugated steel web wall (4) and the left and right two swing bridge piers (2) is at least 40 cm, so as to ensure the swing deformation space and prevent the replaceable corrugated steel web wall (4) from colliding with the swing bridge piers (2) during earthquake operation.

4. The wall-double-column combined pier structure system according to claim 1, characterized in that: The bottom fixed perforated splint (13) is also provided with an anti-buckling stiffening rib (15) to prevent premature buckling failure of the perforated steel plate during the swing-lifting process.

5. The wall-type-double-column combined pier structure system according to claim 4, characterized in that: The corrugation size of the replaceable corrugated steel web (4) and the width-to-thickness ratio of the removable perforated steel plate (12), the bottom fixed perforated splint (13), and the anti-buckling stiffening rib (15) must meet the local buckling strength requirements to ensure the plastic deformation capacity and overall stability of the replaceable corrugated steel web (4).

6. The wall-double-column combined pier structure system according to claim 5, characterized in that: In order to avoid stress concentration, a stiffening rib is further provided at the weld connection between the fixed ear plate (17) and the outer steel plate (19) for local reinforcement.

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