Anti-seismic viaduct

Abstract

The utility model relates to an anti-seismic viaduct, relate to a viaduct. In order to solve the problem that the setting of the shock absorption and isolation structure of the existing viaduct is not reasonable and is easy to cause the displacement or damage of single pier. The utility model anti-seismic viaduct is constituted by cap beam, pier and bridge plate, first of all, the shock pad is arranged between the adjacent bridge plate in the utility model, and the baffle and multiple bridge plates are tied through the tie bolt, so that the flexible connection between the adjacent bridge plate is realized, multiple bridge plates vibrate simultaneously when the vibration occurs, the energy does not concentrate, and the vibration energy of single bridge plate is reduced. The shock pad on the adjacent pier is connected through the upper tie and the lower tie, and the two shock isolation supports jointly share and consume the vibration energy, avoid the damage or failure of single shock isolation support caused by the excessive load, and improve the safety and reliability of the viaduct.

Description

Technical Field

[0001] This utility model relates to an earthquake-resistant viaduct. Background Technology

[0002] With urban construction and development, numerous transportation projects have emerged, and bridges, as major urban surface transportation hubs, are widely used in various regions. To ensure the safety of bridges during their service life, according to seismic design theory, reinforced concrete bridge piers under strong earthquakes need to possess high ductility to prevent collapse or brittle fracture under seismic action, while also ensuring high vertical and horizontal bearing capacity even with significant plastic displacement. However, traditional monolithic cast-in-place reinforced concrete bridge piers may experience significant residual displacement after vibration, leading to a substantial decrease in vertical or horizontal bearing capacity or even beam collapse, causing serious traffic accidents. Furthermore, the repair and replacement of monolithic cast-in-place bridge piers requires considerable time and expense, causing prolonged traffic disruptions and negatively impacting local transportation and people's lives.

[0003] Therefore, seismic design of urban bridges has received increasing attention in recent years. Reasonable seismic design for the numerous and widespread elevated bridges in cities is of great significance for ensuring urban safety and improving the city's overall post-disaster recovery capabilities. Currently, commonly used bridge seismic design methods include ductile seismic design and seismic isolation design. Seismic isolation design uses specially designed seismic isolation bearings to provide flexible support to dissipate vibration energy; its essence and purpose is to separate the structure from ground motion that may cause damage as much as possible. Existing seismic isolation structures for elevated bridges are mostly located between the piers and the cap beams, with adjacent piers being independent. Therefore, vibration energy tends to concentrate at individual pier joints, leading to overload when the vibration energy cannot be released, causing significant displacement or damage to individual piers. Utility Model Content

[0004] In order to solve the problem that the unreasonable design of the existing vibration reduction and isolation structure of elevated bridges can easily cause displacement or damage to individual bridge piers, this utility model proposes an earthquake-resistant elevated bridge.

[0005] This utility model of an earthquake-resistant viaduct consists of a cap beam (1), piers (2), and bridge decks (3); baffles (9) are provided at both ends of the cap beam (1), and multiple bridge decks (3) are arranged between two baffles (9). The ends of the bridge decks (3) are set on the cap beam (1), and adjacent bridge decks (3) are arranged in parallel. A shock-absorbing pad (4) is provided between adjacent bridge decks (3); the baffles (9) and multiple bridge decks (3) are connected by through tie bolts (5); two piers (2) are arranged side by side under each cap beam (1), and a shock-absorbing support (6) is provided between the upper end of the pier (2) and the cap beam (1); the shock-absorbing support (6) consists of an upper connecting steel plate (16) and a lower connecting... The structure consists of a steel plate (10), a lead core (15), multiple rubber layers (11), and multiple steel plate layers (12). Multiple rubber layers (11) and multiple steel plate layers (12) are arranged between an upper connecting steel plate (16) and a lower connecting steel plate (10) and are connected by bolts (14). The rubber layers (11) and steel plate layers (12) are arranged alternately, and a lead core (15) is arranged in the center of the rubber layers (11) and the steel plate layers (12). The upper connecting steel plate (16) in the damping bearing (6) on the adjacent pier (2) is connected by an upper tie bar (7). The lower connecting steel plate (10) in the damping bearing (6) on the adjacent pier (2) is connected by a lower tie bar (8).

[0006] The principle and beneficial effects of this utility model are as follows:

[0007] In this invention, shock-absorbing pads (4) are first provided between adjacent bridge plates (3), and baffles (9) and multiple bridge plates (3) are connected by tie bolts (5), so that adjacent bridge plates (3) can be flexibly connected. When vibration occurs, multiple bridge plates (3) vibrate at the same time, and energy does not concentrate, thus reducing the vibration energy of a single bridge plate (3). Meanwhile, by setting up a damping bearing (6) between the upper end of the pier (2) and the cap beam (1) to achieve flexible support, the vibration energy transmitted from the bridge deck (3) to the pier (2) is consumed. The damping bearings (6) on adjacent piers (2) are connected by upper tie bars (7) and lower tie bars (8). After the damping bearing (6) on one side vibrates, the vibration energy can be transmitted to the other side connected by the upper tie bars (7) and lower tie bars (8). The two vibration isolation bearings share and consume the vibration energy, avoiding damage or failure of a single vibration isolation bearing due to excessive load. Therefore, this utility model avoids the problem of displacement or damage of a single pier after vibration by setting up the damping pad (4), upper tie bars (7) and lower tie bars (8), thus improving the safety and reliability of the viaduct. Attached Figure Description

[0008] Figure 1 This is a schematic diagram of the earthquake-resistant viaduct in Example 1;

[0009] Figure 2This is a top view of the earthquake-resistant viaduct in Example 1;

[0010] Figure 3 This is a schematic diagram of the structure of the shock absorber support (6) in Example 1. Detailed Implementation

[0011] The technical solution of this utility model is not limited to the specific embodiments listed below, but also includes any reasonable combination of the specific embodiments.

[0012] Specific Implementation Method 1: The earthquake-resistant viaduct in this implementation method consists of a cap beam (1), piers (2), and bridge decks (3). Baffles (9) are installed at both ends of the cap beam (1), and multiple bridge decks (3) are positioned between two baffles (9). The ends of the bridge decks (3) are positioned on the cap beam (1), and adjacent bridge decks (3) are arranged in parallel. Shock-absorbing pads (4) are installed between adjacent bridge decks (3). The baffles (9) and multiple bridge decks (3) are connected by through-bolts (5). Two piers (2) are arranged side-by-side under each cap beam (1), and shock-absorbing supports (6) are installed between the upper end of the piers (2) and the cap beam (1). The shock-absorbing supports (6) are connected to a steel plate (16) at the top. The structure consists of a lower connecting steel plate (10), a lead core (15), multiple rubber layers (11), and multiple steel plate layers (12). Multiple rubber layers (11) and multiple steel plate layers (12) are arranged between the upper connecting steel plate (16) and the lower connecting steel plate (10) and are connected by bolts (14). The rubber layers (11) and steel plate layers (12) are arranged alternately, and a lead core (15) is arranged in the center of the rubber layers (11) and the steel plate layers (12). The upper connecting steel plate (16) in the shock-absorbing bearing (6) on the adjacent pier (2) is connected by upper tie bars (7). The lower connecting steel plate (10) in the shock-absorbing bearing (6) on the adjacent pier (2) is connected by lower tie bars (8).

[0013] This embodiment has the following beneficial effects:

[0014] In this embodiment, shock-absorbing pads (4) are first provided between adjacent bridge plates (3), and baffles (9) and multiple bridge plates (3) are connected by tie bolts (5), so that the adjacent bridge plates (3) are flexibly connected. When vibration occurs, multiple bridge plates (3) vibrate at the same time, and the energy does not concentrate, thus reducing the vibration energy of a single bridge plate (3). Meanwhile, by setting up damping bearings (6) between the upper end of the pier (2) and the cap beam (1) to achieve flexible support, the vibration energy transmitted from the bridge deck (3) to the pier (2) is consumed. The damping bearings (6) on adjacent piers (2) are connected by upper tie bars (7) and lower tie bars (8). After the damping bearing (6) on one side vibrates, the vibration energy can be transmitted to the other side connected by the upper tie bars (7) and lower tie bars (8). The two vibration isolation bearings share and consume the vibration energy, avoiding damage or failure of a single vibration isolation bearing due to excessive load. Therefore, this embodiment avoids the problem of displacement or damage of a single pier after vibration by setting up damping pads (4), upper tie bars (7) and lower tie bars (8), thus improving the safety and reliability of the viaduct.

[0015] Specific Implementation Method Two: This implementation method differs from Specific Implementation Method One in that the upper tie bar (7) and the lower tie bar (8) are steel strands.

[0016] Specific implementation method three: This implementation method differs from specific implementation method one or two in that the upper connecting steel plate (16) of the shock absorber support (6) is connected to the lower surface of the cap beam (1) by bolts.

[0017] Specific implementation method four: This implementation method differs from specific implementation methods one to three in that the lower connecting steel plate (10) of the shock absorber (6) is connected to the upper end of the pier (2) by bolts.

[0018] Specific implementation method five: This implementation method differs from one of the specific implementation methods one to four in that: the multiple rubber layers (11) and multiple steel plate layers (12) in the shock absorber (6) are covered with a rubber protective layer (13).

[0019] Specific Implementation Method Six: This implementation method differs from Specific Implementation Methods One to Five in that the shock-absorbing pad (4) is made of rubber.

[0020] Specific implementation method seven: This implementation method differs from one of the specific implementation methods one to six in that the gap between adjacent bridge plates (3) is 1 to 2 cm.

[0021] Example 1

[0022] Combination Figures 1-3This embodiment describes an earthquake-resistant viaduct composed of a cap beam (1), piers (2), and bridge decks (3). The cap beam (1) has baffles (9) at both ends, and multiple bridge decks (3) are positioned between two baffles (9). The ends of the bridge decks (3) are positioned on the cap beam (1). Adjacent bridge decks (3) are arranged in parallel, and shock-absorbing pads (4) made of rubber with a thickness of 3cm are placed between adjacent bridge decks (3). The gap between adjacent bridge decks (3) is... The shock absorber (4) is 2cm long and is in a compressed state; the baffle (9) and multiple bridge plates (3) are connected by through tie bolts (5); two piers (2) are arranged side by side under each cap beam (1), and a shock absorber (6) is provided between the upper end of the pier (2) and the cap beam (1); the shock absorber (6) is composed of an upper connecting steel plate (16), a lower connecting steel plate (10), a lead core (15), multiple rubber layers (11) and multiple steel plate layers (12); multiple rubber layers (11) are connected to the cap beam (12). A rubber layer (11) and multiple steel plate layers (12) are disposed between an upper connecting steel plate (16) and a lower connecting steel plate (10) and are connected by bolts (14). The rubber layer (11) and the steel plate layers (12) are alternately arranged, and a lead core (15) is disposed in the center of the rubber layer (11) and the steel plate layers (12). The multiple rubber layers (11) and multiple steel plate layers (12) in the shock absorber (6) are covered with a rubber protective layer (13). The upper connecting... The steel plate (16) is bolted to the lower surface of the cap beam (1); the lower connecting steel plate (10) of the damping bearing (6) is bolted to the upper end of the pier (2); the upper connecting steel plate (16) of the damping bearing (6) on the adjacent pier (2) is connected by the upper tie bar (7); the lower connecting steel plate (10) of the damping bearing (6) on the adjacent pier (2) is connected by the lower tie bar (8), and the upper tie bar (7) and the lower tie bar (8) are steel strands. In this embodiment, damping pads (4) are first set between adjacent bridge plates (3), and baffles (9) and multiple bridge plates (3) are tied together by tie bolts (5), so that the adjacent bridge plates (3) are flexibly connected. When vibration occurs, multiple bridge plates (3) vibrate at the same time, and the energy does not concentrate, thus reducing the vibration energy of a single bridge plate (3).Meanwhile, by setting up a damping bearing (6) between the upper end of the pier (2) and the cap beam (1) to achieve flexible support, the vibration energy transmitted from the bridge deck (3) to the pier (2) is consumed. The damping bearings (6) on adjacent piers (2) are connected by upper tie bars (7) and lower tie bars (8). After the damping bearing (6) on one side vibrates, the vibration energy can be transmitted to the other side connected by the upper tie bars (7) and lower tie bars (8). The two vibration isolation bearings share and consume the vibration energy, avoiding damage or failure of a single vibration isolation bearing due to excessive load. Therefore, this utility model avoids the problem of displacement or damage of a single pier after vibration by setting up the damping pad (4), upper tie bars (7) and lower tie bars (8), thus improving the safety and reliability of the viaduct.

Claims

1. A seismic-resistant viaduct, characterized in that: The earthquake-resistant viaduct is composed of a cap beam (1), piers (2), and bridge decks (3); baffles (9) are provided at both ends of the cap beam (1), and multiple bridge decks (3) are arranged between two baffles (9). The ends of the bridge decks (3) are set on the cap beam (1), and adjacent bridge decks (3) are arranged in parallel. A damping pad (4) is provided between adjacent bridge decks (3); the baffles (9) and multiple bridge decks (3) are connected by through tie bolts (5); two piers (2) are arranged side by side under each cap beam (1), and a damping support (6) is provided between the upper end of the pier (2) and the cap beam (1); the damping support (6) consists of an upper connecting steel plate (16) and a lower connecting steel plate (16). 10) It consists of a lead core (15), multiple rubber layers (11) and multiple steel plate layers (12); multiple rubber layers (11) and multiple steel plate layers (12) are set between the upper connecting steel plate (16) and the lower connecting steel plate (10) and are connected by bolts (14). The rubber layers (11) and steel plate layers (12) are alternately set, and a lead core (15) is set in the center of the rubber layers (11) and the steel plate layers (12); the upper connecting steel plate (16) in the damping bearing (6) on the adjacent pier (2) is connected by upper tie bars (7); the lower connecting steel plate (10) in the damping bearing (6) on the adjacent pier (2) is connected by lower tie bars (8).

2. The earthquake-resistant viaduct according to claim 1, characterized in that: The upper tie bar (7) and the lower tie bar (8) are steel strands.

3. The earthquake-resistant viaduct according to claim 1, characterized in that: The upper connecting steel plate (16) of the shock absorber (6) is connected to the lower surface of the cap beam (1) by bolts.

4. The earthquake-resistant viaduct according to claim 1, characterized in that: The lower connecting steel plate (10) of the shock absorber (6) is connected to the upper end of the pier (2) by bolts.

5. The earthquake-resistant viaduct according to claim 1, characterized in that: The multiple rubber layers (11) and multiple steel plate layers (12) in the shock absorber (6) are covered with a rubber protective layer (13).

6. The earthquake-resistant viaduct according to claim 1, characterized in that: The shock-absorbing pad (4) is made of rubber.

7. The earthquake-resistant viaduct according to claim 1, characterized in that: The gap between adjacent bridge plates (3) is 1 to 2 cm.

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