Wall type-double column combined pier structure system

Abstract

The invention relates to a wall type-double column combined pier structure system, and belongs to the technical field of bridge engineering. The structure system mainly comprises a cover beam, a swinging pier, a replaceable corrugated steel web wall, a pier bottom energy dissipation device, a swinging steel base, a bearing platform, an unbonded prestressed tendon and the like. A pier bottom energy dissipation device is arranged on the lower portion of the swing pier and composed of energy dissipation steel bars, an outer wrapping steel plate, a bottom steel plate and fixing lug plates. A replaceable corrugated steel web wall is arranged between two piers, and an upper flange plate is directly installed on a cover beam through embedded high-strength bolts and fixed to a bearing platform through a swing steel base. Unbonded prestressed reinforcements penetrate through the center positions of the swinging bridge piers. According to the structural system, a collaborative energy consumption-graded swing mechanism of'corrugated steel web wall deformation energy consumption-corrugated steel web wall swing-pier swing and energy consumption 'is formed under the earthquake action, earthquake energy can be dissipated more effectively, structural residual deformation is reduced, and the structural shock resistance and function restorability are improved.

Description

Technical Field

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

[0002] As a key node of the transportation network, the seismic research of bridges 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 seismic action. Traditional seismic design mainly relies on the strength and stiffness of the structure itself to resist seismic action. However, this method often has difficulty in coping with the huge damage caused by strong earthquakes. Especially after the structure yields, its seismic performance will decline sharply. With the increasing attention of humans to the seismic requirements of bridges, traditional seismic design can no longer meet the seismic requirements of structures. Due to the continuous improvement of the seismic performance requirements of bridge structures, continuously seeking more efficient and reasonable seismic design methods and new seismic structure systems has become an important goal in the field of bridge seismic design.

[0003] In recent years, the idea of seismic resilience of structures has been gradually emphasized. Under the concept of functional recoverable design, the structure system can actively and quickly restore its function after disasters such as earthquakes, reduce the time and cost of manual repair, and extend the service life of the structure. As an innovative bridge structure form under the concept of seismic resilience, the basic principle of the rocking pier is to set a rocking interface between the pier and the pile cap, and connect the pier and the pile cap into a whole through unbonded prestressed tendons and energy dissipation devices. Under seismic action, the connection part between the pier and the pile cap will continuously "lift off" and "close", realizing the rocking behavior of the pier, thereby reducing the lateral stiffness of the pier, extending the natural vibration period of the bridge structure, and playing the role of seismic isolation and energy dissipation. The rocking pier also has certain self - resetting and energy - dissipation capabilities. However, the traditional rocking pier structure generally only undergoes pier rocking, with insufficient energy - dissipation and self - resetting capabilities; when the energy - dissipation device or rocking interface is severely damaged, the repair work may be relatively complex and difficult to replace after a severe earthquake. With the development of the ductile seismic design concept, new seismic design concepts such as multi - line defense and hierarchical energy - dissipation have become the focus of attention of practitioners such as engineers and researchers, and also provide new options and ideas for the increasing seismic design requirements. The combination of these concepts with the rocking pier structure system can have a good enhancement effect in aspects such as the energy - dissipation capacity of the structure and the protection of the main structure. To sum up, there is an urgent need to combine the multi - line defense and the concept of coordinated energy - dissipation - hierarchical rocking to propose a new wall - double column composite pier structure system that not only meets the energy - dissipation requirements of ductile seismic design and the post - earthquake function recoverable ability under seismic action, but also has the characteristics of being replaceable. Summary of the Invention

[0004] In view of the problems of existing bridge structure engineering technologies and related structural systems, the present invention proposes a wall-type - double-column combined pier structural system. This structural system introduces the idea of collaborative energy dissipation - hierarchical rocking, which can more effectively dissipate seismic energy, reduce the residual deformation of the structure, enhance the post-earthquake functional recoverability, and the construction of the additional corrugated steel web wall and related support connection components is relatively easy. As replaceable energy dissipation components, they can be quickly replaced after being damaged, reducing the post-earthquake maintenance cost and time while meeting the safety of the bridge under seismic action.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A wall-type - double-column combined pier structural system, comprising a capping beam, rocking piers, a pile cap, a replaceable corrugated steel web wall, and a rocking steel base; The two rocking piers are placed between the capping beam and the pile cap, and the replaceable corrugated steel web wall is placed between the two rocking piers. The upper part of the replaceable corrugated steel web wall is directly installed and connected to the capping beam through embedded high-strength bolts, and the lower part is fixed to the top of the pile cap through the rocking steel base; The rocking piers include energy dissipation devices at the pier bottom, unbonded prestressed tendons, and prestressed tendon ducts; the energy dissipation devices at the pier bottom are arranged at the lower part of the rocking piers; rocking interfaces are provided at both the top and bottom of the rocking piers, and a prestressed tendon duct for the unbonded prestressed tendons to pass through is reserved at the central position of the rocking piers. After the unbonded prestressed tendons are tensioned, they are anchored to the capping beam and the pile cap.

[0006] Furthermore, after the unbonded prestressed tendons are tensioned, prestressed tendon anchors are used to fix both ends of the tendons to the capping beam and the pile cap respectively to provide self-centering ability.

[0007] Furthermore, the replaceable corrugated steel web wall is installed in the form of flange plates. The flange plates include the upper flange plate of the corrugated steel web wall and the lower flange plate of the corrugated steel web wall. The upper flange plate of the corrugated steel web wall is rigidly connected to the capping beam through high-strength embedded bolts, and the lower flange plate of the corrugated steel web wall is connected and fixed to the pile cap through the rocking steel base.

[0008] Furthermore, the distance from the replaceable corrugated steel web wall to the left and right rocking piers is at least 40 cm to ensure the rocking deformation space so that it does not collide with the rocking piers during an earthquake.

[0009] Further, the sway steel base is formed by the staggered butt joint of a liftable perforated steel plate and a bottom-fixed perforated clamping plate; the liftable perforated steel plate is fixed to the bottom of the replaceable corrugated steel wall by bolts, and the bottom-fixed perforated clamping plate is fixed to the upper surface of the bearing platform; the liftable perforated steel plate and the bottom-fixed perforated clamping plate are fixed together by sliding friction bolts; multiple groups of vertical strip-shaped opening holes are arranged on the liftable perforated steel plate, and the sliding friction bolts pass through and are placed at the bottom of the opening holes, so as to pre-tighten the liftable perforated steel plate and the bottom-fixed perforated clamping plate together; the reserved length of the opening holes is adapted to the lift-off amplitude of the graded energy-dissipating sway design of the replaceable corrugated steel wall; the sliding friction bolts can apply a pre-tightening force, enabling the replaceable corrugated steel wall to deform and dissipate energy until it enters the sway lift-off stage.

[0010] Further, anti-buckling stiffeners are also arranged on the bottom-fixed perforated clamping plate to prevent premature buckling failure of the perforated steel plate during the sway lift-off process.

[0011] Further, the corrugation size of the replaceable corrugated steel wall and the width-thickness ratios of the liftable perforated steel plate, the bottom-fixed perforated clamping plate, and the anti-buckling stiffeners need to meet the local buckling strength requirements to ensure the plastic deformation ability and overall stability of the replaceable corrugated steel wall.

[0012] Further, the pier bottom energy dissipation device includes energy dissipation steel bars, fixed ear plates, bottom steel plates, and outer wrapping steel plates; the bottom steel plates are arranged at the bottom of the sway piers, with a central opening as the sway interface at the bottom of the sway piers, and a friction surface is arranged on the surface to ensure that the sway of the piers lags behind the sway of the replaceable corrugated steel wall; outer wrapping steel plates are also arranged around the bottom of the sway piers, the outer wrapping steel plates are located on the bottom steel plates, and the fixed ear plates are fixed on the outer sides of the outer wrapping steel plates; the tops of the energy dissipation steel bars are connected to the fixed ear plates by bolts, and the bottoms of the energy dissipation steel bars are connected to the bottom steel plates; the outer wrapping steel plates and the energy dissipation steel bars are in parallel, enabling the sway piers to dissipate seismic energy while swaying.

[0013] Further, in order to avoid stress concentration, stiffeners are also arranged at the weld joint between the fixed ear plate and the outer wrapping steel plate for local strengthening.

[0014] Furthermore, under minor earthquake actions, the capping beam of the structural system undergoes lateral displacement, the rocking piers undergo elastic deformation, and the replaceable corrugated steel web wall dissipates seismic energy only through deformation without causing the rocking steel base to rock. This is because the uplifting internal force generated by the deformation of the replaceable corrugated steel web wall does not reach the uplifting limit of the sliding friction bolts of the rocking steel base; under moderate earthquake actions, the lateral displacement of the capping beam of the structural system increases, the rocking piers undergo elastic deformation, the uplifting internal force of the replaceable corrugated steel web wall reaches the uplifting limit of the sliding friction bolts, and the replaceable corrugated steel web wall begins to drive the sliding friction bolts to stagger through the lift-off perforated steel plate. The rocking steel base causes the replaceable corrugated steel web wall to rock, and the replaceable corrugated steel web wall dissipates energy through deformation while performing rocking isolation; under major earthquake actions, the lateral displacement of the capping beam of the structural system further increases. While realizing the deformation and rocking of the replaceable corrugated steel web wall, the rocking piers reach the decompression limit state, openings appear at the rocking interface and start to enter the rocking state. At the same time, the energy dissipation device at the pier bottom undergoes deformation energy dissipation. Finally, the structural system forms a collaborative energy dissipation - hierarchical rocking working mechanism of "corrugated steel web wall deformation energy dissipation - corrugated steel web wall rocking - pier rocking and energy dissipation".

[0015] After adopting the above technical solutions, the present invention has at least one of the following beneficial effects compared with the prior art: 1) The present invention adopts the construction method of factory prefabrication and on-site assembly. Except for the cast-in-place pile cap on-site, structures such as the capping beam, rocking piers, rocking steel bases, replaceable corrugated steel web walls, and energy dissipation dampers at the pier bottom are all produced in the factory and transported to the construction site for assembly. The construction quality of the structural system is precisely controllable, the construction is simple and efficient, and the production method is energy-saving, emission-reducing, and environmentally friendly.

[0016] 2) According to the gradual progression of minor, moderate, and major earthquake intensities, the structural system of the present invention forms a hierarchical energy dissipation and rocking working mechanism of "corrugated steel web wall deformation energy dissipation - corrugated steel web wall rocking - pier rocking and energy dissipation", which can adapt to various earthquake intensities, effectively control the damage positions of the pier structural system, improve the seismic performance of the piers, further reduce the damage to the main structure of the piers, and enhance the post-earthquake functional recoverability. The additional replaceable corrugated steel web wall has ribs formed by its own corrugations, has good lateral load-bearing capacity, and strong local buckling stability; while having a small stiffness along the corrugation direction and strong deformation ability, it can undergo large elastic-plastic deformations under earthquake actions without immediate failure, thereby absorbing and dissipating more energy and providing better protection for the piers.

[0017] 3) The present invention utilizes a rocking steel base to achieve the self-centering ability of the additional replaceable corrugated steel wall, and uses unbonded prestressed steel bars and the restoring force provided by the self-weight of the superstructure to achieve the self-centering function of the bridge pier. Under earthquake action, the corrugated steel wall and the bridge pier rock. After the earthquake stops, the combined action of the rocking steel base, the restoring force of the prestressed steel bars, and the gravity of the superstructure enables the double-column pier structure system to return to its initial position, reducing the residual displacement of the bridge structure after the earthquake. This self-centering ability significantly improves the post-earthquake recovery ability of the bridge, reducing the post-earthquake repair work and repair costs.

[0018] 4) The replaceable components in the present invention include structures such as corrugated steel walls and energy-dissipating dampers at the pier bottom, and bolt connections are generally used for installation in the structural system. During an earthquake, the replaceable components will yield first and absorb earthquake energy, while other parts of the bridge remain relatively intact. After the earthquake, only the damaged replaceable components need to be replaced, and the bridge can quickly resume its normal function. This design greatly simplifies the post-earthquake repair work, reduces the repair cost and time, and extends the service life of the bridge. By regularly replacing worn or aged replaceable components, the service life of the bridge can be effectively extended. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 is a schematic diagram of the overall wall-type double-column combined pier structure system of the present invention; Figure 2 is a schematic elevation view of the wall-type double-column combined pier structure system of the present invention; Figure 3 is a top view of the key structure at the pier top of the wall-type double-column combined pier structure system of the present invention; Figure 4 is a schematic diagram of the replaceable corrugated steel wall and its connection structure of the present invention; Figure 5 is a schematic diagram of the rocking steel base structure at the bottom of the replaceable corrugated steel wall of the present invention; Figure 6 is a disassembled schematic diagram of the rocking steel base structure at the bottom of the replaceable corrugated steel wall of the present invention; Figure 7 is a schematic diagram of the energy-dissipating device at the bottom of the rocking pier of the present invention; Figure 8 is a schematic diagram of the working mechanism of the wall-type double-column combined pier structure system of the present invention under earthquake action; wherein, (a) is the working mechanism under minor earthquake action; (b) is the working mechanism under moderate earthquake action; (c) is the working mechanism under major earthquake action. DETAILED DESCRIPTION OF THE INVENTION

[0020] The following further describes the present invention in detail in conjunction with the attached Figure 1-8 drawings and specific embodiments, which is convenient for clearly understanding the present invention, but they do not limit the present invention.

[0021] In the description of the present invention, it should be noted that the orientation or positional relationship indicated by the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings. It is 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 should not be construed as a limitation to the present invention.

[0022] In the description of the present invention, it should be noted that unless otherwise clearly specified and defined, the terms "installation", "connection", and "coupling" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection. It can be a mechanical connection or an electrical connection. It can be directly connected or indirectly connected through an intermediate medium. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0023] As shown in the attached Figure 1-3 figures, a wall - double column composite pier structure system of this embodiment includes a capping beam 1, a rocking pier 2, a pile cap 3, a replaceable corrugated steel web wall 4, and a rocking steel base 5. In this embodiment, the cross - section form of the rocking pier 2 can be a rectangular cross - section, and the construction process is relatively simple. Two rocking piers 2 are placed between the capping beam 1 and the pile cap 3, and the replaceable corrugated steel web wall 4 is placed between the two rocking piers 2. The upper part of the replaceable corrugated steel web wall 4 is directly installed and connected to the capping beam 1 through embedded high - strength bolts, and the lower part is fixed to the top of the pile cap 3 through the rocking steel base 5. The rocking pier 2 includes a pier - bottom energy - dissipation device 6, unbonded prestressing tendons 7, and a prestressing tendon duct 9. After the unbonded prestressing tendons 7 are tensioned, the two ends are respectively fixed to the capping beam 1 and the pile cap 3 using prestressing tendon anchors 8 to provide self - resetting ability. The pier - bottom energy - dissipation device 6 is arranged at the lower part of the rocking pier 2. Rocking interfaces are provided at both the top and bottom of the rocking pier 2, and a prestressing tendon duct 9 for the unbonded prestressing tendons 7 to pass through is reserved at the central position of the rocking pier 2. After the unbonded prestressing tendons 7 are tensioned, they are anchored to the capping beam 1 and the pile cap 3.

[0024] In this embodiment, as Figure 4 shown in the figures, the replaceable corrugated steel web wall 4 is installed in the form of flange plates. The flange plates include an upper corrugated steel web wall flange plate 10 and a lower corrugated steel web wall flange plate 11. The upper corrugated steel web wall flange plate 10 is rigidly connected to the capping beam 1 through high - strength embedded bolts, and the lower corrugated steel web wall flange plate 11 is connected and fixed to the pile cap 3 through the rocking steel base 5.

[0025] In this embodiment, the distance from the replaceable corrugated steel web wall 4 to the left and right rocking piers 2 is at least 40 cm to ensure the rocking deformation space so that it does not collide with the rocking piers 2 during an earthquake.

[0026] As Figure 5-6 shown, the sway steel base 5 is formed by the staggered butt joint of the lift-off perforated steel plate 12 and the bottom-fixed perforated clamping plate 13. The lift-off perforated steel plate 12 is fixed to the bottom of the replaceable corrugated steel web wall 4 by bolts, and the bottom-fixed perforated clamping plate 13 is fixed to the upper surface of the bearing platform 3. The lift-off perforated steel plate 12 and the bottom-fixed perforated clamping plate 13 are fixed together by the sliding friction bolts 14. Multiple groups of vertical strip-shaped opening holes are arranged on the lift-off perforated steel plate 12, and the sliding friction bolts 14 pass through and are placed at the bottom of the opening holes, so as to pre-tighten the lift-off perforated steel plate 12 and the bottom-fixed perforated clamping plate 13 together. The reserved length of the opening holes is adapted to the lift-off amplitude of the graded energy dissipation sway design of the replaceable corrugated steel web wall 4. The sliding friction bolts 14 can apply a pre-tightening force, so that the replaceable corrugated steel web wall 4 can deform and dissipate energy until it enters the sway lift-off stage.

[0027] In this embodiment, the forms of the opening holes of the lift-off perforated steel plate 12 and the bottom-fixed perforated clamping plate 13 are both oblong holes. The size and number of the opening holes are designed as 5 oblong holes according to the lift-off amplitude of the graded energy dissipation sway design of the corrugated steel web wall. The opening holes are evenly and symmetrically arranged on the surface of the perforated steel plate 12.

[0028] In this embodiment, as Figure 1-2 shown, the number of the sway steel bases 5 is 3 according to the column spacing of the double-column piers, and the spacing between the sway steel bases 5 is ensured to be uniform and symmetrically arranged between the piers as much as possible. In addition, anti-buckling stiffeners 15 are also arranged on the bottom-fixed perforated clamping plate 13 to avoid premature buckling failure of the perforated steel plate during the sway lift-off process.

[0029] In this embodiment, the corrugation size of the replaceable corrugated steel web wall 4 and the width-thickness ratios of the lift-off perforated steel plate 12, the bottom-fixed perforated clamping plate 13, and the anti-buckling stiffeners 15 need to meet the local buckling strength requirements to ensure the plastic deformation ability and overall stability of the replaceable corrugated steel web wall 4.

[0030] As Figure 7 shown, the pier bottom energy dissipation device 6 includes energy dissipation steel bars 16, fixed ear plates 17, bottom steel plates 18, and outer wrapping steel plates 19. The bottom steel plate 18 is arranged at the bottom of the sway pier 2, and its center is perforated to serve as the sway interface at the bottom of the sway pier 2. A friction surface is arranged on the surface, and the friction surface can be treated by sandblasting and then red rusting or inorganic zinc-rich paint coating to ensure that the sway of the pier lags behind the sway of the replaceable corrugated steel web wall 4. Outer wrapping steel plates 19 are also arranged around the bottom of the sway pier 2. The outer wrapping steel plates 19 are located on the bottom steel plate 18, and fixed ear plates 17 are fixed on the outer sides of the outer wrapping steel plates 19. The tops of the energy dissipation steel bars 16 are connected to the fixed ear plates 17 by bolts, and the bottoms of the energy dissipation steel bars 16 are connected to the bottom steel plates 18. The outer wrapping steel plates 19 are connected in parallel with the energy dissipation steel bars 16, so that the sway pier 2 can dissipate seismic energy while swaying.

[0031] As Figure 7 shown, the energy-dissipating steel bars 16 are arranged in pairs on the left and right sides at the bottom of the pier, and are fixed to the outer steel plate 19 through the fixed ear plates 17, so as to perform cooperative energy-dissipating rocking with the rocking pier 2. The quantity and position can be set according to the actual energy-dissipating rocking requirements of the structural system. To avoid stress concentration, stiffeners are also provided at the welded joint of the fixed ear plate 17 and the outer steel plate 19 for local strengthening.

[0032] The working principle of this embodiment is as Figure 8 shown. Under minor earthquakes, the capping beam 1 of the structural system undergoes lateral displacement, and the rocking pier 2 undergoes elastic deformation. The replaceable corrugated steel web wall 4 only dissipates seismic energy through deformation and does not drive the rocking steel base 5 to rock, because the uplifting internal force generated by the deformation of the replaceable corrugated steel web wall 4 has not reached the uplifting limit of the sliding friction bolts 14 of the rocking steel base 5. Under moderate earthquakes, the lateral displacement of the capping beam 1 of the structural system increases, and the rocking pier 2 undergoes elastic deformation. The uplifting internal force of the replaceable corrugated steel web wall 4 reaches the uplifting limit of the sliding friction bolts 14, and begins to drive the sliding friction bolts 14 to move by means of the lift-off perforated steel plate 12. The rocking steel base 5 causes the replaceable corrugated steel web wall 4 to rock. While the replaceable corrugated steel web wall 4 dissipates energy through deformation, it also performs rocking isolation. Under major earthquakes, the lateral displacement of the capping beam 1 of the structural system further increases. While realizing the deformation and rocking of the replaceable corrugated steel web wall 4, the rocking pier 2 reaches the decompression limit state, an opening appears at the rocking interface and begins to enter the rocking state. At the same time, the pier bottom energy-dissipating device 6 undergoes deformation and energy dissipation. Finally, the structural system forms a cooperative energy-dissipation - hierarchical rocking working mechanism of "corrugated steel web wall deformation energy dissipation - corrugated steel web wall rocking - pier rocking and energy dissipation".

[0033] The above is only a preferred embodiment of the present invention, and does not impose any form of limitation on the structure of the present invention. The layout type and the quantity used in the present invention are not limited to this example, and can be optimized according to the actual engineering situation. Any modification, equivalent change and decoration made to the above embodiments based on the technical principle of the present invention without departing from 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 in that: It includes a capping beam (1), a rocking pier (2), a pile cap (3), a replaceable corrugated steel web wall (4) and a rocking steel base (5); The two rocking piers (2) are placed between the capping beam (1) and the pile cap (3), and the replaceable corrugated steel web wall (4) is placed between the two rocking piers (2). The upper part of the replaceable corrugated steel web wall (4) is directly installed and connected to the capping beam (1) through embedded high-strength bolts, and the lower part is fixed to the top of the pile cap (3) through the rocking steel base (5); The rocking pier (2) includes a pier bottom energy dissipation device (6), unbonded prestressed tendons (7) and prestressed tendon ducts (9); the pier bottom energy dissipation device (6) is arranged at the lower part of the rocking pier (2); rocking interfaces are arranged at both the top and bottom of the rocking pier (2), and a prestressed tendon duct (9) for the unbonded prestressed tendons (7) to pass through is reserved at the central position of the rocking pier (2). After the unbonded prestressed tendons (7) are tensioned, they are anchored on the capping beam (1) and the pile cap (3).

2. The wall - double - column combined pier structure system according to claim 1, characterized in that: After the unbonded prestressed tendons (7) are tensioned, prestressed tendon anchors (8) are used to fix both ends of the unbonded prestressed tendons (7) on the capping beam (1) and the pile cap (3) respectively to provide self-centering ability.

3. The wall - double - column combined pier structure system according to claim 1, characterized in that: The replaceable corrugated steel web wall (4) is installed in the form of flange plates. The flange plates include a corrugated steel web upper flange plate (10) and a corrugated steel web lower flange plate (11). The corrugated steel web upper flange plate (10) is rigidly connected to the capping beam (1) through high-strength embedded bolts, and the corrugated steel web lower flange plate (11) is connected and fixed to the pile cap (3) through the rocking steel base (5).

4. The wall - double - column combined pier structure system according to claim 3, characterized in that: The distance from the replaceable corrugated steel web wall (4) to the left and right rocking piers (2) is at least 40 cm to ensure the rocking deformation space so that it does not collide with the rocking piers (2) during an earthquake.

5. The wall - double - column combined pier structure system according to claim 3, characterized in that: The rocking steel base (5) is formed by staggered butt joint and splicing of a lift-off perforated steel plate (12) and a bottom-fixed perforated clamping plate (13); the lift-off perforated steel plate (12) is fixed to the bottom of the replaceable corrugated steel web wall (4) through bolts, and the bottom-fixed perforated clamping plate (13) is fixed on the upper surface of the pile cap (3); the lift-off perforated steel plate (12) and the bottom-fixed perforated clamping plate (13) are fixed together through sliding friction bolts (14); multiple groups of vertical strip-shaped opening holes are arranged on the lift-off perforated steel plate (12), and the sliding friction bolts (14) pass through and are placed at the bottom of the opening holes, so as to pre-tighten the lift-off perforated steel plate (12) and the bottom-fixed perforated clamping plate (13) together; the reserved length of the opening holes is adapted to the lift-off amplitude of the graded energy dissipation rocking design of the replaceable corrugated steel web wall (4); the sliding friction bolts (14) can apply a pre-tightening force to enable the replaceable corrugated steel web wall (4) to deform and thus dissipate energy until it enters the rocking lift-off stage.

6. The wall - double - column combined pier structure system according to claim 5, characterized in that: The bottom-fixed perforated clamping plate (13) is also provided with anti-buckling stiffeners (15) to prevent premature buckling failure of the perforated steel plate during the rocking lift-off process.

7. The wall - double - column combined pier structure system according to claim 6, characterized in that: The corrugation size of the replaceable corrugated steel shear wall (4), and the width-to-thickness ratios of the lift-off perforated steel plate (12), the bottom-fixed perforated splint (13), and the buckling-restrained stiffener (15) shall meet the requirements of local buckling strength to ensure the plastic deformation capacity and overall stability of the replaceable corrugated steel shear wall (4).

8. The wall - double - column combined pier structure system according to claim 7, characterized in that: The pier-bottom energy dissipation device (6) includes energy dissipation steel bars (16), fixed ear plates (17), bottom steel plates (18), and outer steel plates (19); the bottom steel plate (18) is arranged at the bottom of the rocking pier (2), with a central opening as the rocking interface at the bottom of the rocking pier (2), and a friction surface is arranged on the surface to ensure that the rocking of the pier lags behind the rocking of the replaceable corrugated steel shear wall (4); the outer steel plates (19) are also arranged around the bottom of the rocking pier (2), the outer steel plates (19) are located on the bottom steel plates (18), and the fixed ear plates (17) are fixed on the outer sides of the outer steel plates (19); the top of the energy dissipation steel bars (16) is connected to the fixed ear plates (17) by bolts, and the bottom of the energy dissipation steel bars (16) is connected to the bottom steel plates (18); the outer steel plates (19) and the energy dissipation steel bars (16) are in parallel, so that the rocking pier (2) can dissipate seismic energy while rocking.

9. The wall - double - column combined pier structure system according to claim 8, characterized in that: To avoid stress concentration, stiffeners are also arranged at the weld connection between the fixed ear plates (17) and the outer steel plates (19) for local strengthening.

10. The wall - double - column combined pier structure system according to claim 9, characterized in that: Under minor earthquakes, the capping beam (1) of the structural system undergoes lateral displacement, the rocking pier (2) undergoes elastic deformation, and the replaceable corrugated steel shear wall (4) only dissipates seismic energy through deformation without driving the rocking steel base (5) to rock, because the lift-off internal force generated by the deformation of the replaceable corrugated steel shear wall (4) does not reach the lift-off limit of the slip friction bolts (14) of the rocking steel base (5); under moderate earthquakes, the lateral displacement of the capping beam (1) of the structural system increases, the rocking pier (2) undergoes elastic deformation, the lift-off internal force of the replaceable corrugated steel shear wall (4) reaches the lift-off limit of the slip friction bolts (14), and the slip friction bolts (14) start to be displaced by driving the lift-off perforated steel plate (12), the rocking steel base (5) causes the replaceable corrugated steel shear wall (4) to rock, and the replaceable corrugated steel shear wall (4) dissipates energy through deformation while performing rocking isolation; under major earthquakes, the lateral displacement of the capping beam (1) of the structural system further increases. While realizing the deformation and rocking of the replaceable corrugated steel shear wall (4), the rocking pier (2) reaches the decompression limit state, an opening appears at the rocking interface and starts to enter the rocking state, and at the same time the pier-bottom energy dissipation device (6) undergoes deformation and energy dissipation. Finally, the structural system forms a collaborative energy dissipation - hierarchical rocking working mechanism of "corrugated steel shear wall deformation energy dissipation - corrugated steel shear wall rocking - pier rocking and energy dissipation".

Images