Pier-beam hinged non-penetrating prestressed self-centering bridge seismic system

Abstract

The present invention discloses a pier-beam hinged non-through prestressed self-resetting bridge seismic resistance system, which belongs to the field of bridge engineering technology. It includes a main beam, a pier, a pier bottom scaled area and a pedestal that are connected in sequence from top to bottom. The main beam is provided with a hinged structure at the top connection part of the pier. The outer side of the connection part between the pier bottom scaled area and the pedestal is provided with an anti-slip structure. The outer side of the pier bottom scaled area is provided with a plate-type energy dissipation device. One end of the plate-type energy dissipation device is connected to the pier, and the other end is connected to the pedestal. The circumference of the pier and the pedestal is provided with a number of unbonded prestressed steel strands connecting the two. One end of the unbonded prestressed steel strand is fixedly connected to the pier, and the other end is fixed to the pedestal. This technical solution is used to solve the problem of how to improve the seismic resistance of bridges and ensure that they can be repaired after an earthquake.

Description

Technical Field

[0001] The present invention belongs to the technical field of bridge engineering, and in particular relates to a pier-beam hinged non-penetrating prestressed self-resetting bridge seismic resistance system. Background Art

[0002] With the deepening understanding of earthquakes and their catastrophic mechanisms, bridge seismic fortification theories and methods have continued to evolve, evolving from early strength-based seismic design to the ductility-based design concepts and methods currently commonly adopted in urban and highway bridge seismic design codes both domestically and internationally. Ductility-based seismic design methods allow for plastic hinge damage and significant deformation in bridge piers and other major structures during strong earthquakes, but avoid collapse. However, as primary vertical load-bearing components, significant damage to piers, whether before, during, or after an earthquake, severely impacts their load-bearing capacity. Plastic damage to piers produces significant residual deformation, making it difficult to quickly restore functionality, or even repair, after an earthquake, severely impacting emergency rescue and post-disaster recovery. For urban bridges in particular, failure to promptly restore traffic after an earthquake severely hinders the rapid recovery of urban functions and results in significant socioeconomic impacts. Therefore, the ductile seismic design approach for urban bridges, which prioritizes collapse prevention, no longer meets the requirements for resilient cities. Bridge seismic design should gradually shift toward resilient bridge designs that are easily repairable and rapidly recoverable. At the same time, coupling the vertical bearing function and horizontal seismic resistance of bridge piers in strong earthquake zones requires significantly increasing the reinforcement of the piers or adopting seismic isolation bearings / devices, resulting in a significant increase in construction costs. Resilient bridges are key nodes in resilient urban transportation infrastructure. Their goal is to ensure that urban bridges not only meet the basic performance goal of not collapsing under strong earthquakes, but also focus on the recoverability and repairability of bridge functions after earthquakes, thereby avoiding more serious adverse socioeconomic impacts caused by the loss of urban bridge functions. The development of resilient bridges with recoverable functions and repairability is a new concept and new structural system for high-performance bridge structures being developed both domestically and internationally, and is the key to achieving resilient bridges. Summary of the Invention

[0003] In view of this, the purpose of the present invention is to provide a pier-beam hinged non-penetrating prestressed self-resetting bridge seismic resistance system to solve the problem of how to improve the seismic resistance of the bridge and ensure that it can be repaired after an earthquake.

[0004] In order to achieve the above object, the present invention provides the following technical solutions:

[0005] The pier-beam hinged non-through prestressed self-resetting bridge seismic resistance system of the present invention includes a main beam, a pier, a pier bottom scaled area and a pedestal that are sequentially connected from top to bottom. The main beam is provided with a hinged structural structure at the top connection part of the pier, an anti-slip structural structure is provided on the outside of the connection part between the pier bottom scaled area and the pedestal, a plate-type energy dissipation device is provided on the outside of the pier bottom scaled area, one end of the plate energy dissipation device is connected to the pier, and the other end is connected to the pedestal, a plurality of unbonded prestressed steel strands connecting the pier and the pedestal are provided around the circumference of the pier and the pedestal, one end of the unbonded prestressed steel strand is fixedly connected to the pier, and the other end is fixed to the pedestal.

[0006] Furthermore, the hinged structure includes a rubber pad, a protective steel plate, a tenon and a groove, the tenon is arranged on the main beam, the groove is arranged at the upper end of the pier, the tenon is arranged in the groove, the rubber pad is arranged on the contact plane of the upper end of the pier, the protective steel plate is arranged on the rubber pad, and the main beam is installed and pressed on the protective steel plate.

[0007] Furthermore, the anti-slip structure includes a limiter and a steel plate, wherein the steel plate is arranged between the contact surface of the pier bottom scaled area and the pedestal, and the limiter is circumferentially arranged outside the pier bottom scaled area and fixed on the pedestal.

[0008] Furthermore, the upper end and the lower end of the plate-type energy dissipation device are respectively connected to the pre-tested steel bars in the pier and the preset steel bars in the pedestal.

[0009] Furthermore, channels are preset around the sides of the pier, and anchoring parts are provided on the upper side of the pier and the upper side of the pedestal. The unbonded prestressed steel strand passes through the channels, and both ends are anchored on the anchoring parts of the pier and the pedestal respectively.

[0010] Furthermore, the scaled-down area at the pier bottom is a part of the bridge pier, and the two are prefabricated and cast in an integrated manner.

[0011] Furthermore, an outer steel plate is provided on the outer side of the scaled area of the pier bottom, and the outer steel plate covers the plate-type energy dissipation device, and the outer contour of the outer steel plate is flush with the outer surface of the pier.

[0012] Furthermore, the plate-type energy dissipation device includes an inner socket steel plate, an outer socket steel plate, a transverse energy dissipation spring and a vertical energy dissipation spring. The inner socket steel plate is socketed on the outside of the scaled area of the pier bottom, and the outer socket steel plate is socketed on the outside of the inner socket steel plate. An installation spacing is provided between the inner socket steel plate and the outer socket steel plate. Several transverse energy dissipation springs are arranged within the installation spacing, and the two ends of the transverse energy dissipation spring are respectively fixed on the outer side surface of the inner socket steel plate and the inner side surface of the outer socket steel plate. One end of the vertical energy dissipation spring is fixed on the lower end surface of the inner socket steel plate, and the other end is fixedly connected to the pedestal.

[0013] Furthermore, a steel strand prestressed compensation device is provided on the outside of the plate-type energy dissipation device, and the steel strand prestressed compensation device includes a conical sleeve steel plate, and a plurality of inclined slide grooves are provided in the circumferential direction of the conical sleeve steel plate, and a plurality of limiting holes are provided in the length direction of the bottom surface of the slide groove, and a slider is provided inside the slide groove, and a mounting hole is provided on the slider, and a top rod is provided in the mounting hole, and a lifting spring is sleeved on the outside of the top rod, one end of the lifting spring is fixed on the slider, and the other end of the lifting spring is fixed to the end of the top rod, and a ring is provided at the end of the top rod, and the ring is sleeved on the unbonded prestressed steel strand, and a traction spring is provided in the slide groove, and one end of the traction spring is fixed on the slider, and the other end of the traction spring is fixed on the pedestal.

[0014] Furthermore, baffles are symmetrically provided on both sides of the chute, and one side of the baffle is fixed on a conical sleeve steel plate.

[0015] The beneficial effects of the present invention are:

[0016] The present invention relates to a pier-beam articulated, non-penetrating, prestressed, self-resetting bridge seismic-resistant system. By rationally designing the articulated connection between the piers and main beams, and the anti-slip relationship between the piers and pedestals, the system can achieve both reasonable stress loading on the bridge system during normal operation and the dual functions of sway isolation and self-resetting during earthquakes. The pier-beam articulated, non-penetrating, prestressed, self-resetting bridge seismic-resistant system provided by the present invention is applicable to a variety of regular and irregular bridge piers. It features a clear operating principle, is practical and reliable, and uses conventional materials, resulting in low construction and maintenance costs, making it highly valuable for engineering applications.

[0017] Other advantages, objectives and features of the present invention will be described in the following description and will be apparent to those skilled in the art to some extent, or those skilled in the art can be taught from the practice of the present invention. The objectives and other advantages of the present invention can be realized and obtained through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to make the purpose, technical solutions and beneficial effects of the present invention more clear, the present invention provides the following drawings for illustration:

[0019] Figure 1 This is a schematic elevation diagram of the overall layout of the bridge of the present invention;

[0020] Figure 2 This is a schematic diagram of the connection between the bridge pier and the main beam of the present invention;

[0021] Figure 3 This is a schematic diagram of the connection between the bridge pier and the pedestal of the present invention;

[0022] Figure 4 This is a structural diagram of the self-resetting bridge pier of the present invention;

[0023] Figure 5 It is a schematic cross-sectional view of the plate-type energy dissipation device and the steel strand prestressed compensating device of the present invention installed on a bridge pier;

[0024] Figure 6 This is a three-dimensional schematic diagram of the plate-type energy dissipation device and the steel strand prestressed compensating device of the present invention installed on a bridge pier;

[0025] Figure 7 It is a schematic diagram of the specific structure of the plate-type energy dissipation device of the present invention;

[0026] Figure 8 It is a three-dimensional schematic diagram of the specific structure of the steel strand prestressing compensation device of the present invention;

[0027] Figure 9 For the present invention Figure 5 A partial enlarged schematic diagram of point A in the middle;

[0028] Figure 10 For the present invention Figure 8 A partial enlarged schematic diagram of point B in the middle.

[0029] The following are marked in the accompanying drawings:

[0030] 1—main beam, 2—pier, 3—reduced area at the bottom of the pier, 4—rubber pad, 5—protective steel plate, 6—tenon, 7—groove, 8—limiter, 9—plate energy dissipation device, 91—inner sleeve steel plate, 92—installation steel plate, 93—vertical energy dissipation spring, 94—outer sleeve steel plate, 95—transverse energy dissipation spring, 10—steel pad, 11—unbonded prestressed steel strand, 12—pedestal, 13—cap, 14—outer steel plate, 15—pile foundation, 16—conical sleeve steel plate, 17—chute, 18—baffle, 19—slider, 20—limiting hole, 21—lifting spring, 22—jack, 23—ring, 24—traction spring. DETAILED DESCRIPTION

[0031] like Figures 1 to 10 As shown, the pier-beam hinged non-penetrating prestressed self-resetting bridge seismic resistance system of the present invention is specifically as follows Figure 1 、 Figure 2 、 Figure 3 、 Figure 4As shown, the hinged structure between the main beam 1 and the top of the pier 2, the anti-slip structure between the pier bottom scaled area 3 and the pedestal 12, the plate-type energy dissipation device 9 installed around the pier bottom scaled area 3, and the connection between the pier 2 and the pedestal 12 via unbonded prestressed steel strands 11 together enable the swaying, energy dissipation, and self-reset of the pier 2. The hinged structure between the main beam 1 and the top of the pier 2 consists of a rubber pad 4, a protective steel plate 5, a tenon 6, and a groove 7, enabling relative rotation between the main beam 1 and the pier 2. The anti-slip structure between the pier bottom scaled area 3 and the pedestal 12 consists of a stopper 8 and a steel pad 10. It should be noted that the stopper 8 is a common bridge stopper in the prior art, or a steel plate can also be used for positioning. Its purpose is to prevent sliding and achieve horizontal positioning between the pier 2 and the pedestal 12. The plate-type energy dissipation device 9 is installed using ordinary steel bars pre-buried in the pier 2 and the pedestal 12. Channels are reserved around the pier 2, and unbonded prestressed steel strands 11 connect the pier 2 and the pedestal 12 through the reserved channels. The unbonded prestressed steel strands 11 provide the restoring force of the pier 2 after an earthquake.

[0032] In one feasible manner, the pedestal 12 and the cap 13 are integrally cast in situ, and when casting the pedestal 12 , holes and anchorage ends of the unbonded prestressed steel strands 11 are reserved.

[0033] In one practicable manner, a plurality of groups of unbonded prestressed steel strands 11 are provided.

[0034] In one feasible method, the unbonded prestressed steel strands 11 in the pier 2 adopt a non-penetrating design, and the anchoring ends of the unbonded prestressed steel strands 11 are respectively arranged on the side of the pier 2 and the side of the pedestal 12, and do not penetrate into the main beam 1, which is convenient for later maintenance.

[0035] In one practicable manner, the pier bottom scaled area 3 is a part of the bridge pier 2 , and the two are manufactured integrally.

[0036] In one feasible manner, after the plate-type energy dissipation device 9 is installed around the reduced-scale area 3 of the pier bottom, it is enclosed by an outer steel plate 14 , and the outer contour is flush with the pier 2 .

[0037] For ease of understanding, the specific engineering implementation is as follows: The overall bridge layout is a four-span, 30-meter-long, prestressed reinforced concrete continuous box girder bridge. The transition piers are conventional components, using pot-type bearings; the intermediate piers are all self-centering piers.

[0038] Self-resetting pier 2 utilizes a special-shaped, irregular, and variable-section double-column pier, with a concrete grade of C40. Pier 2 is prefabricated and, after being transported to the site, hoisted entirely to the designed location. Prestressed steel strands are then threaded and tensioned, with the anchor tensioning controlled at a stress of 744 MPa, and tensioned symmetrically. A protective steel plate 5, rubber pads 4, and limiters 8 are installed on top of pier 2; the main beam 1 is cast; and plate-type energy dissipation devices 9 are installed around the scaled area 3 at the pier bottom. These can be made of Q235 steel. Although they require replacement after an earthquake, they still provide significant energy dissipation benefits.

[0039] This technical solution discloses a pier-beam hinged, non-through, prestressed, self-resetting bridge seismic resistance system. It is applicable to various bridges requiring seismic protection and addresses the issues of improving bridge seismic performance and ensuring post-earthquake repairability. In the disclosed system, during normal bridge operation, the connection between pier 2 and main beam 1 allows for angular deformation of the main beam 1 in multi-span bridges due to temperature, shrinkage, creep, and other effects. The connection between pier 2 and pedestal 12 prevents slippage and angular deformation of pier 2 relative to pedestal 12. During earthquakes, the connection between pier 2 and main beam 1 allows multiple piers 2 in a multi-span bridge to jointly resist seismic action. The connection between pier 2 and pedestal 12 allows pier 2 to rigidly rotate around one side, i.e., "sway." The plate-type energy dissipation devices 9 surrounding the scaled area 3 at the pier bottom buckle during this "swaying" motion, dissipating seismic energy. The unbonded prestressed steel strands 11 in pier 2 provide restoring force during this "swaying" motion, enabling the pier 2 to self-reset. This type of bridge system has a long natural vibration period and can avoid the frequency sections where the energy of earthquake motion is relatively concentrated, effectively protecting the safety of the main structure of the bridge. The plate-type energy dissipation devices 9 around the scaled area 3 of the pier bottom can be replaced after the earthquake. Since the main structure of the bridge is in a safe state and only minor damage occurs in a small area, normal operation can be restored after superficial repairs and replacement of energy-absorbing components after the earthquake.

[0040] The pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system provided by this technical solution is applicable to various regular and irregular pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance systems. The installation of this system includes the following steps:

[0041] (1) Construct pile foundation 15, cap 13 and pedestal 12. When constructing pedestal 12, pay attention to reserving the position of prestressed channel and anchor end in advance.

[0042] (2) Before the construction of pier 2, install the limiter 8 and steel pad 10 in the pedestal 12. When pier 2 is a prefabricated component, hoist pier 2 to the designed position, check the position of the prestressed channel and the fit between pier 2 and pedestal 12, and thread and tension the prestressed steel strands when they meet the design requirements; when pier 2 is a cast-in-place component, pay attention to the reservation and protection of the prestressed channel. When the concrete strength of pier 2 reaches the design requirements, thread and tension the prestressed steel strands.

[0043] (3) Install protective steel plate 5 and rubber pad 4 on the top of pier 2.

[0044] (4) Cast the main beam 1 on site or hoist the prefabricated main beam 1.

[0045] (5) After installing the plate-type energy dissipation device 9 around the scaled area 3 at the bottom of the pier, the pier is enclosed with an external steel plate 14. The working principle is clear, practical and reliable, with low construction and maintenance costs, and has certain promotion and application value.

[0046] like Figure 5-10 As shown, in order to further improve the energy dissipation effect of the plate-type energy dissipation device 9, its specific structure is as follows: the plate-type energy dissipation device 9 includes an inner sleeve steel plate 91, an outer sleeve steel plate 94, a transverse energy dissipation spring 95 and a vertical energy dissipation spring 93, wherein the inner sleeve steel plate 91 and the outer sleeve steel plate 94 can be preferably steel plates welded into a cylindrical shape, or determined according to the shape of the pier bottom scale area 3, specifically, the inner sleeve steel plate 91 can be tightly sleeved on the pier bottom scale area 3 (fixed connection), the inner sleeve steel plate 91 is sleeved on the outside of the pier bottom scale area 3, and the outer sleeve steel plate 94 is sleeved on the inner sleeve The outer side of the steel plate 91, and an installation distance is provided between the inner sleeve steel plate 91 and the outer sleeve steel plate 94, a number of transverse energy-absorbing springs 95 are arranged in the installation distance, and the two ends of the transverse energy-absorbing spring 95 are respectively fixed on the outer side surface of the inner sleeve steel plate 91 and the inner side surface of the outer sleeve steel plate 94, one end of the vertical energy-absorbing spring 93 is fixed on the lower end surface of the inner sleeve steel plate 91, preferably, the lower end edge of the inner sleeve steel plate 91 is provided with a mounting steel plate 92, one end of the vertical energy-absorbing spring 93 is fixed on the mounting steel plate 92, and the other end is fixedly connected to the base, and the fixing method can be welding.

[0047] The working principle of the above-mentioned plate-type energy dissipation device 9 is as follows: when the bridge pier 2 is subjected to the force of an earthquake, the pier bottom scaled area 3 or the bottom edge portion thereof rotates. During the rotation, the inner sleeve steel plate 91 will also rotate (deflect) along with the bridge pier 2, while the outer sleeve steel plate 94 cannot deflect. Therefore, the inner sleeve steel plate 91 will squeeze the transverse energy dissipation spring 95, and the transverse energy dissipation spring 95 will be compressed. The energy dissipation spring arranged oppositely will be pulled, thereby consuming and buffering the earthquake energy through deformation. At the same time, when the bridge pier 2 deflects, there will also be a vertical displacement, thereby compressing one side and pulling the other side of the vertical energy dissipation spring 93 arranged at the bottom of the inner sleeve steel plate 91. Therefore, the vertical energy dissipation spring 93 can also dissipate energy through its deformation, thereby reducing the contact force and impact force between the bottom edge of the pier bottom scaled area 3 and the steel pad 10, thereby protecting the edge of the pier bottom scaled area 3.

[0048] At the same time, the transverse energy-absorbing spring 95 and the vertical energy-absorbing spring 93 are both arranged in a circumferentially uniformly distributed manner, that is, no matter from which direction the earthquake acts, the plate-type energy-absorbing device 9 can play a good buffering and energy-absorbing effect, and after the earthquake, the transverse energy-absorbing spring 95 and the vertical energy-absorbing spring 93 always have a potential energy to return to normal, so they have a certain auxiliary effect on the reset or automatic reset of the bridge pier 2. At the same time, after the earthquake, only a slight adjustment of the position of the bridge pier 2 is required, and there is no need to replace the plate-type energy-absorbing device 9.

[0049] In the prior art, prestress loss refers to the difference between the effective prestress in the prestressed steel bars or steel and the tensioning control stress in prestressed concrete and prestressed steel structures. Due to various factors, the control stress in the prestressed steel bars or steel during tensioning can decrease continuously, resulting in a gradual loss of prestress during the tensioning period and subsequent stages. After installation, the prestress applied by the unbonded prestressed steel strand 11 gradually dissipates over time.

[0050] Therefore, in order to further improve the fixation, reinforcement and reset effect of the unbonded prestressed steel strand 11 on the pier 2, a steel strand prestressed compensation device is provided on the outside of the plate-type energy dissipation device 9. The steel strand prestressed compensation device includes a conical sleeve steel plate 16. In this specific embodiment, the smaller end of the conical sleeve steel plate 16 is upwardly arranged. A plurality of inclined slide grooves 17 are provided on the circumferential side of the conical sleeve steel plate 16. The upper end of the inclined slide groove 17 is arranged close to the center of the pier 2. A plurality of limiting holes 20 are provided in the length direction of the bottom surface of the slide groove 17. The number and size of the limiting holes 20 can be set according to actual conditions. A slider 19 is provided inside the slide groove 17, and a mounting hole is provided on the slider 19. A push rod 22 is provided in the mounting hole, and the push rod 22 is slidably connected to the mounting hole. A lifting spring 21 is sleeved on the outer side of the push rod 22. One end of the lifting spring 21 is fixed on the slider 19, and the other end of the lifting spring 21 is fixed to the end of the push rod 22. Preferably, a retaining ring is provided at the end of the push rod 22, and the lifting spring 21 is fixed on the retaining ring. The retaining ring is welded to the push rod 22, and a ring 23 is welded and fixed to the end of the push rod 22. The ring 23 is sleeved on the unbonded prestressed steel strand 11, and a traction spring 24 is provided in the slide groove 17. In this specific embodiment, the traction spring 24 is arranged below the slider 19, one end of the traction spring 24 is fixed on the slider 19, and the other end of the traction spring 24 is fixed on the base 12.

[0051] The working principle of the above-mentioned steel strand prestressing compensation device is: after the unbonded prestressed steel strand 11 is installed and prestressed, the ring 23 is sleeved on the unbonded prestressed steel strand 11, and at the same time, the position of the sliding slider 19 is adjusted so that the other end of the push rod 22 is located in the limiting hole 20. It is not difficult to understand that at this time, the push rod 22 will overcome the force of the lifting spring 21 under the action of the unbonded prestressed steel strand 11, and drive the push rod 22 to slide only in the limiting hole 20. The above steps complete the preliminary installation of the steel strand prestressing compensation device.

[0052] During the operation of the steel strand, whether due to deformation or offset of the pier 2 or the pedestal 12 itself, the prestress on the unbonded prestressed steel strand 11 will be lost. After the loss, its effect on the top rod 22 becomes smaller. At this time, under the action of the jacking spring 21 resetting, the top rod 22 will be driven to slide outward, that is, the end of the top rod 22 will be pushed out of the limit hole 20, that is, the sliding limit function is lost at this time, that is, under the action of the traction spring 24, the slider 19 will slide in the slide groove 17. Since the slide is set at an angle, that is, during the downward sliding process, the slider 19 will By approaching the unbonded prestressed steel strand 11, the slack of the unbonded prestressed steel strand 11 can be compensated, that is, the push rod 22 will push the unbonded prestressed steel strand 11 outward. When the slider 19 moves downward, the force of the unbonded prestressed steel strand 11 on the push rod 22 reaches the initial preset prestress, which will compress the lifting spring 21 and make the push rod 22 slide inward. That is, in the process of moving downward, the push rod 22 will enter the limiting hole 20 again to limit the slider 19, so that the unbonded prestressed steel strand 11 with reduced prestress will return to its initial prestress.

[0053] It is not difficult to understand that the depth of the limiting hole 20 can be set according to actual conditions, preferably 3 mm, and each time the prestress is compensated, the variables of the top rod 22 and the lifting spring 21 are the same, that is, the prestress on the unbonded prestressed steel strand 11 after adjustment is the same as the preset prestress, and each unbonded prestressed steel strand 11 is provided with this device, which can ensure that the prestress on the unbonded prestressed steel strand 11 in all directions on the pier 2 is equal. The equal prestress can enhance the reinforcement of the pier 2 or the resetting effect of the pier 2, and at the same time avoid the trouble of manually adjusting the prestress of the unbonded prestressed steel strand 11 in a short period of time in the later stage.

[0054] In one practicable manner, baffles 18 are symmetrically provided on both sides of the slide groove 17, and one side of the baffle 18 is fixed on the conical sleeve steel plate 16, which has the effect of limiting the slider 19 in the slide groove 17 to ensure the sliding effect.

[0055] Finally, it should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present invention and are not limiting. Although the present invention has been described in detail through the above preferred embodiments, those skilled in the art should understand that various changes can be made in form and details without departing from the scope defined by the claims of the present invention.

Claims

1. A pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system, characterized by: The invention comprises a main beam (1), a bridge pier (2), a pier bottom scaled area (3) and a pedestal (12) connected in sequence from top to bottom, wherein the main beam (1) is provided with a hinged structure at the top connection portion of the bridge pier (2), an anti-slip structure is provided on the outside of the connection portion between the pier bottom scaled area (3) and the pedestal (12), a plate-type energy dissipation device (9) is provided on the outside of the pier bottom scaled area (3), one end of the plate-type energy dissipation device (9) is connected to the bridge pier (2), and the other end is connected to the pedestal (12), a plurality of unbonded prestressed steel strands (11) are provided around the bridge pier (2) and the pedestal (12) to connect the two, one end of the unbonded prestressed steel strands (11) is fixedly connected to the bridge pier (2), and the other end is fixed to the pedestal (12); A steel strand prestress compensation device is provided on the outer side of the plate-type energy dissipation device (9), and the steel strand prestress compensation device comprises a conical sleeve steel plate (16), a plurality of inclined chutes (17) are provided in the circumferential direction of the conical sleeve steel plate (16), a plurality of limiting holes (20) are provided in the length direction of the bottom surface of the chutes (17), a slider (19) is provided inside the chutes (17), a mounting hole is provided on the slider (19), a push rod (22) is provided in the mounting hole, a lifting spring (21) is sleeved on the outer side of the push rod (22), and one end of the lifting spring (21) is fixed. The sliding groove (17) is fixed on the slider (19), the other end of the lifting spring (21) is fixed to the end of the push rod (22), the end of the push rod (22) is provided with a collar (23), the collar (23) is sleeved on the unbonded prestressed steel strand (11), a traction spring (24) is provided in the sliding groove (17), one end of the traction spring (24) is fixed on the slider (19), and the other end of the traction spring (24) is fixed on the pedestal (12); baffles (18) are symmetrically provided on both sides of the sliding groove (17), and one side of the baffle (18) is fixed on the conical sleeve steel plate (16); The plate-type energy dissipation device (9) comprises an inner sleeve steel plate (91), an outer sleeve steel plate (94), a transverse energy dissipation spring (95) and a vertical energy dissipation spring (93), wherein the inner sleeve steel plate (91) is sleeved on the outside of the pier bottom scaled area (3), the outer sleeve steel plate (94) is sleeved on the outside of the inner sleeve steel plate (91), and an installation spacing is provided between the inner sleeve steel plate (91) and the outer sleeve steel plate (94), a plurality of transverse energy dissipation springs (95) are provided within the installation spacing, and the two ends of the transverse energy dissipation spring (95) are respectively fixed on the outer side surface of the inner sleeve steel plate (91) and the inner side surface of the outer sleeve steel plate (94), one end of the vertical energy dissipation spring (93) is fixed on the lower end surface of the inner sleeve steel plate (91), and the other end is fixedly connected to the pedestal (12).

2. The pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system according to claim 1 is characterized by: The hinged structure comprises a rubber pad (4), a protective steel plate (5), a tenon (6) and a groove (7), wherein the tenon (6) is arranged on the main beam (1), the groove (7) is arranged at the upper end of the pier (2), the tenon (6) is arranged in the groove (7), the rubber pad (4) is arranged on the contact plane of the upper end of the pier (2), the protective steel plate (5) is arranged on the rubber pad (4), and the main beam (1) is installed and pressed on the protective steel plate (5).

3. The pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system according to claim 1 is characterized by: The anti-slip structure comprises a limiter (8) and a steel pad (10), wherein the steel pad (10) is arranged between the contact surface of the pier bottom scaled area (3) and the pedestal (12), and the limiter (8) is circumferentially arranged outside the pier bottom scaled area (3) and fixed on the pedestal (12).

4. The pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system according to claim 1 is characterized by: The upper end and the lower end of the plate-type energy dissipation device (9) are respectively connected to the pre-tested steel bars in the pier (2) and the preset steel bars in the pedestal (12).

5. The pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system according to claim 1 is characterized by: The side surfaces of the bridge pier (2) are pre-set with holes around them, and the upper side surfaces of the bridge pier (2) and the upper side surfaces of the pedestal (12) are both provided with anchoring portions, and the unbonded prestressed steel strand (11) passes through the holes, and its two ends are anchored to the anchoring portions of the bridge pier (2) and the pedestal, respectively.

6. The pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system according to claim 1 is characterized by: The pier bottom scaled area (3) is a part of the bridge pier (2), and the two are prefabricated and cast in an integrated manner.

7. The pier-beam hinged non-penetrating prestressed self-centering bridge seismic resistance system according to claim 1 is characterized by: An outer steel plate (14) is provided on the outer side of the pier bottom scaled area (3), the outer steel plate (14) encloses the plate-type energy dissipation device (9), and the outer contour of the outer steel plate (14) is flush with the outer surface of the pier (2).

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