Bridge full seismic isolation constraint system and method based on two-state constraint

Abstract

The application discloses a bridge full seismic isolation constraint system and method based on a double-state constraint, which comprises a main beam, a bridge pier and a variable-damping friction pendulum bearing, wherein the bearing upper seat plate, the upper spherical sliding plate, the spherical crown lining plate, the intermediate steel lining plate, the lower spherical sliding plate and the bearing lower seat plate are arranged in the variable-damping friction pendulum bearing; the fixed-type constraint tenon comprises a fixed-type upper anchoring component, a fixed-type upper seat plate, a fixed-type limiting ring, a fixed-type shear pin, a fixed-type lower seat plate, a fixed-type buffer pad and a fixed-type lower anchoring component; the transverse-type constraint tenon comprises a transverse-type upper anchoring component, a transverse-type upper seat plate, a transverse-type limiting ring, a transverse-type shear pin, a transverse-type lower seat plate, a transverse-type buffer pad and a transverse-type lower anchoring component; and the anti-falling beam device is arranged. The system can realize the function separation and cooperation of the bridge under normal conditions and under the action of an earthquake, and improves the seismic toughness of the bridge structure.

Description

Technical Field

[0001] This invention belongs to the field of bridge engineering technology, and more specifically, relates to a bridge full seismic isolation and damping constraint system and method based on dual-state constraints. Background Technology

[0002] With the continuous development of transportation infrastructure, bridges, as an important part of transportation hubs, have seismic performance as a key element to ensure their safety and durability. During the use of bridges, they not only have to withstand the effects of normal operation such as daily vehicle loads, but also face the threat of natural disasters such as earthquakes. Frequent earthquake disasters have brought severe challenges to bridge structures.

[0003] Traditional bridge seismic design concepts are mainly divided into rigid seismic resistance and ductile seismic resistance. Rigid seismic resistance resists earthquakes by increasing the cross-sectional dimensions of the structure and enhancing the strength and stiffness of its components. However, this leads to a significant increase in the bridge's self-weight and construction costs, and under strong earthquakes, excessive seismic forces can still cause severe damage to the structure. Ductile seismic resistance relies on the structure and its components entering a nonlinear state under seismic forces, using their inelastic deformation to dissipate energy and resist earthquakes. However, the structure often exhibits significant residual deformation after an earthquake, making repair difficult and costly, and severely impacting the bridge's subsequent use and traffic restoration. Summary of the Invention

[0004] To address the aforementioned deficiencies or improvement needs of existing technologies, this invention provides a bridge seismic isolation and damping constraint system and method based on dual-state constraints. By using a uniform variable-damping friction pendulum bearing across the entire span, it avoids potential misinstallation issues caused by installing seismic isolation bearings with different parameters or types at different locations. Fixed constraint tenons installed on the intermediate piers of the continuous beam restrict the horizontal translation of the main beam, while transverse constraint tenons installed on the side piers restrict both the lateral translation and swing of the main beam. An anti-falling beam device prevents the risk of the beam falling under strong earthquakes. By using dual-state constraint tenons on the intermediate and side piers, the impact of inconsistent stiffness and horizontal shear force between the high and low piers is significantly reduced.

[0005] To achieve the above objectives, according to a first aspect of the present invention, a bridge full seismic isolation and damping constraint system based on dual-state constraints is provided, comprising: The main beam and multiple piers installed at the bottom of the main beam; The variable damping friction pendulum bearing installed at the bottom of the main beam includes an upper bearing plate, a spherical crown liner installed at the bottom of the upper bearing plate, an intermediate steel liner installed at the bottom of the spherical crown liner, and a lower bearing plate installed at the bottom of the intermediate steel liner. The fixed constraint tenon installed on the intermediate pier between the main beam and the bridge pier continuous beam includes a fixed upper seat plate, a fixed upper anchoring component installed on the top of the fixed upper seat plate for connecting the main beam body, a fixed limiting mechanism installed on the bottom of the fixed upper seat plate for limiting the position, and a fixed lower anchoring component installed on the bottom of the fixed limiting mechanism. A transverse constraint tenon is installed on the continuous beam side pier at the bottom of the main beam and the top of the pier. It includes a transverse upper seat plate, a transverse upper anchoring component installed on the top of the transverse upper seat plate for connecting the main beam body, a transverse limiting mechanism installed on the bottom of the transverse upper seat plate for limiting, and a transverse lower anchoring component at the bottom of the transverse limiting mechanism. Anti-fall device installed at the bottom of the main beam and the top of the pier to prevent the main beam from falling under seismic loads.

[0006] Furthermore, the fixed limiting mechanism includes a fixed limiting ring installed on the outside of the fixed upper seat plate, a fixed lower seat plate installed at the bottom of the fixed limiting ring, and a fixed shear pin installed in the pin holes inside the fixed limiting ring and the fixed lower seat plate.

[0007] Furthermore, the lateral limiting mechanism includes a lateral limiting ring installed on the outside of the lateral upper seat plate, a lateral lower seat plate installed at the bottom of the lateral limiting ring, and a lateral shear pin installed in the pin holes inside the lateral limiting ring and the lateral lower seat plate.

[0008] Furthermore, the variable damping friction pendulum support also includes an upper spherical sliding plate installed between the upper support plate and the spherical crown liner, a spherical sliding plate installed between the spherical crown liner and the intermediate steel liner, and a lower spherical sliding plate installed between the intermediate steel liner and the lower support plate.

[0009] Furthermore, the fixed constraint tenon also includes a fixed buffer pad installed on the inner side of the fixed lower seat plate.

[0010] Furthermore, the transverse constraint tenon also includes a transverse buffer pad installed on the inner side of the transverse lower seat plate.

[0011] Furthermore, the upper spherical sliding plate, the spherical sliding plate, and the lower spherical sliding plate are all made of wear-resistant polymer materials, which enhances the stable working state of the variable damping friction pendulum support and reduces the maintenance work during the use of the variable damping friction pendulum support.

[0012] Furthermore, the fixed constraint tenon and the transverse constraint tenon form a dual-state constraint tenon; the dual-state constraint tenon is used to restrict the displacement of the main beam, so as to realize the function of bearing the transverse and longitudinal loads of the bridge by the dual-state constraint tenon.

[0013] Furthermore, the number of piers is odd, with one fixed constraint tenon set at the middle pier and one transverse constraint tenon set at each end of the side pier; the number of piers is even, with one fixed constraint tenon set at each of the two adjacent middle piers and one transverse constraint tenon set at each end of the side pier.

[0014] According to a second aspect of the present invention, a bridge full seismic isolation constraint method based on dual-state constraints is provided, which is implemented using a bridge full seismic isolation constraint system based on dual-state constraints, comprising: S100: Based on real-time data such as ambient temperature and traffic flow, dynamically adjust the stiffness of the fixed restraint tenon and the transverse restraint tenon, as well as the limit value of the anti-falling beam device, to ensure performance throughout the entire life cycle. S200: Under normal operating conditions, the variable damping friction pendulum bearing is coupled by three rotating pairs. The sliding surface with a smaller friction coefficient (less than 0.03) swings independently, thereby forming a larger equivalent vibration reduction and isolation radius. This reduces the amount of beam end rise under normal bridge conditions, improves road surface smoothness and driving comfort, and at the same time provides a smaller damping force during sliding, which can reduce the additional force on the bridge during normal bearing sliding. S300: Under normal operating conditions, the fixed type restraint tenon and the transverse type restraint tenon bear the longitudinal and transverse loads of the bridge to ensure the safety of the bridge structure. The fixed type restraint tenon and the transverse type restraint tenon limit the displacement of the main beam and ensure the stability of the beam structure. S400: Under seismic loading, when the variable damping friction pendulum bearing exceeds the normal design displacement, the sliding surface with a larger friction coefficient (0.05~0.08) swings independently, thereby forming a smaller equivalent seismic isolation radius. At the same time, the damping force provided during sliding is large, which controls the displacement of the bridge under seismic conditions. In addition, the annular bosses of the upper and lower bearing plates can limit the spherical crown liner and the intermediate steel liner respectively, preventing the beam from falling off. S500: Under seismic loading, all fixed and transverse restraint tenons are released from their restraint function and converted to a fully seismic isolation state, extending the natural vibration period of the bridge structure and effectively reducing seismic effects. The fixed and transverse restraint tenons can buffer seismic impact loads. After buffering for a certain distance, they become rigidly connected, preventing the bridge from exceeding the displacement limit and falling off. S600: Under unexpected seismic loading, when the actual displacement of the fixed restraint tenon and the transverse restraint tenon exceeds the design seismic displacement of the support, the fixed restraint tenon and the transverse restraint tenon can buffer the seismic impact load. After buffering for a certain distance, they become rigidly connected to prevent the bridge from falling due to excessive displacement. S700: Regularly inspect the wear of the variable damping friction pendulum support, the integrity of the fixed shear pin and the transverse shear pin, and the corrosion of the anti-fall beam device, and replace damaged parts.

[0015] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1. The system of the present invention avoids the problem of misinstallation that may be caused by installing seismic isolation bearings with different parameters or types at different locations during installation by using a uniform variable damping friction pendulum bearing across the entire span. The fixed constraint tenon set on the intermediate pier of the continuous beam restricts the horizontal translation of the main beam. The transverse constraint tenon set on the side pier of the continuous beam restricts the transverse translation and swing of the main beam. The anti-falling beam device avoids the risk of the beam falling under the action of a major earthquake. By setting dual-state constraint tenons on the intermediate pier and the side pier, the impact of inconsistent stiffness and inconsistent horizontal shear force of the entire span is significantly reduced.

[0016] 2. The system of the present invention avoids the problem of misinstallation that may be caused by installing seismic isolation bearings with different parameters or types at different locations during installation by using a uniform variable damping friction pendulum bearing across the entire span. By using a sliding plate made of ultra-wear-resistant polymer sliding plate material, the system enhances the stable working state of the variable damping friction pendulum bearing, reduces the maintenance work during the use of the variable damping friction pendulum bearing, increases the service life of the variable damping friction pendulum bearing, and maintains the stable energy consumption of the variable damping friction pendulum bearing under seismic conditions.

[0017] 3. The system of the present invention restricts the horizontal translation of the main beam by setting a fixed constraint tenon on the intermediate pier of the continuous beam. The fixed limiting ring, the fixed shear pin and the fixed lower seat plate are connected to form an integral part and cooperate with the circular boss in the middle of the fixed upper seat plate to achieve the limiting between the upper seat plate and the lower seat plate, thereby limiting the displacement of the variable damping friction pendulum support in all directions under normal conditions.

[0018] 4. The system of the present invention restricts the lateral translation and swing of the main beam by setting a transverse constraint tenon on the side pier of the continuous beam. The transverse limiting ring, the transverse shear pin and the transverse lower seat plate are connected to form a sliding pair with the square boss of the transverse upper seat plate, so as to realize the limiting guidance between the transverse upper seat plate and the transverse lower seat plate, and ensure that the variable damping friction pendulum support can only slide in the longitudinal direction under normal conditions. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the longitudinal structure of the bridge full seismic isolation and damping constraint system based on dual-state constraints according to an embodiment of the present invention; Figure 2 This is a schematic diagram of the horizontal structure of the bridge full seismic isolation and damping constraint system based on dual-state constraints according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the longitudinal structure of the bridge full seismic isolation and damping constraint system based on dual-state constraints in an embodiment of the present invention when there are only a single number of piers; Figure 4 This is a schematic diagram of the horizontal structure of the bridge full seismic isolation and damping constraint system based on dual-state constraints in an embodiment of the present invention when there is an odd number of piers; Figure 5 This is a schematic diagram of the longitudinal structure of the bridge full seismic isolation and damping constraint system based on dual-state constraints in an embodiment of the present invention with an even number of piers; Figure 6 This is a schematic diagram of the horizontal structure of the bridge full seismic isolation and damping constraint system based on dual-state constraints in an embodiment of the present invention with an even number of piers; Figure 7 This is a schematic diagram (I) of the structure of the variable damping friction pendulum support according to an embodiment of the present invention. Figure 8 This is a schematic diagram (II) of the structure of the variable damping friction pendulum support according to an embodiment of the present invention. Figure 9 This is a schematic diagram of the structure of the fixed constraint tenon according to an embodiment of the present invention (I); Figure 10 This is a schematic diagram (II) of the structure of the fixed constraint tenon according to an embodiment of the present invention; Figure 11 This is a schematic diagram of the transverse constraint tenon structure according to an embodiment of the present invention; Figure 12 This is a schematic diagram of the process of a bridge full seismic isolation and damping constraint system based on dual-state constraints according to an embodiment of the present invention.

[0020] In all the accompanying drawings, the same reference numerals denote the same technical features, specifically: 1-main beam, 2-pier, 3-variable damping friction pendulum bearing, 301-upper bearing plate, 302-upper spherical sliding plate, 303-spherical crown liner, 304-spherical sliding plate, 305-intermediate steel liner, 306-lower spherical sliding plate, 307-lower bearing plate, 4-fixed restraint tenon, 401-fixed upper anchoring assembly, 402-fixed upper bearing plate, 40 3-Fixed limiting ring, 404-Fixed shear pin, 405-Fixed lower seat plate, 406-Fixed buffer pad, 407-Fixed lower anchoring assembly, 5-Transverse restraint tenon, 501-Transverse upper anchoring assembly, 502-Transverse upper seat plate, 503-Transverse limiting ring, 504-Transverse shear pin, 505-Transverse lower seat plate, 506-Transverse buffer pad, 507-Transverse lower anchoring assembly, 6-Anti-falling beam device. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0022] In the description of the embodiments of the present invention, it should be noted that if terms such as "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship commonly used when the product of the invention is in use, 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 orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention. Furthermore, terms such as "first," "second," and "third" are only used to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0023] Furthermore, the use of terms such as "horizontal," "vertical," and "sag" does not imply that the component must be absolutely horizontal or suspended, but rather that it can be slightly tilted. For example, "horizontal" simply means that its direction is more horizontal relative to "vertical," and does not mean that the structure must be completely horizontal, but can be slightly tilted.

[0024] In the description of the embodiments of the present invention, "multiple" means at least two.

[0025] In the description of the embodiments of the present invention, it should also be noted that, unless otherwise explicitly specified and limited, the terms "set," "install," "connect," and "link" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in the present invention according to the specific circumstances.

[0026] This invention provides a bridge full seismic isolation and damping constraint system and method based on dual-state constraints, such as... Figure 1As shown, the structure includes a main beam 1, piers 2, a variable damping friction pendulum bearing 3, a fixed restraint tenon 4, a transverse restraint tenon 5, and an anti-falling beam device 6. The main beam 1 is mounted on multiple piers 2. The variable damping friction pendulum bearing 3 is installed between the top of the pier and the bottom of the main beam 1. The variable damping friction pendulum bearing 3 is a bidirectional movable bearing, allowing for unrestricted horizontal translation and rotation. Its parameters can be uniform across the entire span. Fixed restraint tenons 4 are installed on the intermediate piers of the continuous beam between the main beam 1 and the piers 2. Transverse restraint tenons 5 are installed on the side piers of the continuous beam between the bottom of the main beam 1 and the top of the piers 2. The fixed type constraint tenon 5, the lateral type constraint tenon 4 and the transverse type constraint tenon 5 together form a dual-state constraint tenon. Two variable damping friction pendulum bearings 3 are set on both sides of the transverse top of each span of the pier. A dual-state constraint tenon is set in the middle of the pier top. The upper seat plate of the variable damping friction pendulum bearing 3 and the dual-state constraint tenon is connected to the bottom of the continuous beam. The lower seat plate of the variable damping friction pendulum bearing 3 and the dual-state constraint tenon is connected to the pier top. The dual-state constraint tenon does not bear vertical loads, but only horizontal loads. The variable damping friction pendulum bearing 3 does not bear horizontal loads, but only vertical loads. A longitudinal anti-falling beam device 6 is set at the bottom of the main beam 1 and the top of the pier 2. The system of this invention avoids the problem of misinstallation that may be caused by installing seismic isolation bearings with different parameters or types at different locations during installation by using a uniform variable damping friction pendulum bearing across the entire span. The fixed constraint tenon set on the middle abutment of the continuous beam restricts the horizontal translation of the main beam. The transverse constraint tenon set on the side abutment of the continuous beam restricts the transverse translation and swing of the main beam. The anti-falling beam device avoids the risk of the beam falling under the action of a major earthquake. By setting dual-state constraint tenons on the middle abutment and the side abutment, the impact of inconsistent stiffness and inconsistent horizontal shear force of the entire span is significantly reduced.

[0027] Specifically, in the variable damping friction pendulum support 3, such as Figure 4As shown, the bearing includes an upper bearing plate 301, an upper spherical sliding plate 302, a spherical crown liner 303, a spherical sliding plate 304, an intermediate steel liner 305, a lower spherical sliding plate 306, and a lower bearing plate 307. The upper bearing plate 301 is located at the top of the variable damping friction pendulum bearing 3, and the lower bearing plate 307 is located at the bottom of the variable damping friction pendulum bearing 3. A spherical crown liner 303 and an intermediate steel liner 305 are installed between the upper bearing plate 301 and the lower bearing plate 307. An upper spherical sliding plate 302 is installed between the upper bearing plate 301 and the spherical crown liner 303. A spherical sliding plate 304 is installed between the spherical crown liner 303 and the intermediate steel liner 305. A lower spherical sliding plate 306 is installed between the intermediate steel liner 305 and the lower bearing plate 307. Spherical sliding plates 304 and 305 are installed between the pier top and the bottom of the main beam 1, and on both sides of the pier top of each span. The variable damping friction pendulum bearing 3 has an upper spherical sliding plate 302, a spherical sliding plate 304, and a lower spherical sliding plate 306, all made of ultra-wear-resistant polymer material. These components form friction pairs with their corresponding contact surfaces. Under conditions of no silicone grease lubrication, the cumulative linear wear rate over a long reciprocating sliding distance of 50km is less than 10μm / km. The ultimate compressive strength is 200MPa, the allowable compressive stress is not less than 50MPa, and it can withstand rapid shearing at a relative sliding speed of 500mm / s without damage. This ensures that the variable damping friction pendulum bearing 3 is in a stable working state, improves its service life, reduces maintenance work during use, and can adapt to high-speed displacement under seismic conditions, enabling stable energy dissipation during earthquakes. The system of this invention avoids the problem of misinstallation that may be caused by installing seismic isolation bearings with different parameters or types in different locations during installation, by using a uniform variable damping friction pendulum bearing across the entire span. By using a sliding plate made of ultra-wear-resistant polymer sliding plate material, the system enhances the stable working state of the variable damping friction pendulum bearing, reduces the maintenance work during the use of the variable damping friction pendulum bearing, increases the service life of the variable damping friction pendulum bearing, and maintains the stable energy consumption of the variable damping friction pendulum bearing under seismic conditions.

[0028] Specifically, in the fixed constraint tenon 4, such as Figure 5As shown, the assembly includes a fixed upper anchoring component 401, a fixed upper seat plate 402, a fixed limiting ring 403, a fixed shear pin 404, a fixed lower seat plate 405, a fixed buffer pad 406, and a fixed lower anchoring component 407. The fixed upper anchoring component 401 is located on top of the fixed constraint tenon 4 and connected to the fixed upper seat plate 402. The fixed upper anchoring component 401 is used to connect the fixed constraint tenon 4 to the main beam 1. A fixed limiting ring 403 is installed on the outside of the fixed upper seat plate 402. The fixed limiting ring 403 is a circular ring structure with evenly distributed pin holes around its perimeter. The fixed limiting ring 403 is placed on top of the fixed lower seat plate 405. The fixed shear pin 404 connects the fixed limiting ring 403 and the fixed lower seat plate 405. A fixed buffer pad 406 is placed between the ring 403 and the fixed lower seat plate 405. The fixed buffer pad 406 is placed on the inner side of the fixed lower seat plate 405. The fixed lower anchoring component 407 is installed at the bottom of the fixed lower seat plate 405. The fixed lower anchoring component 407 is used to connect the fixed constraint tenon 4 and the top of the pier 2. The fixed constraint tenon 4 is set on the intermediate pier of the continuous beam between the main beam 1 and the pier 2 to restrict the horizontal translation of the main beam. The fixed limiting ring 403, the fixed shear pin 404 and the fixed lower seat plate 405 are connected as a whole and cooperate with the circular boss in the middle of the fixed upper seat plate 402, thereby realizing the limiting between the fixed upper seat plate 402 and the fixed lower seat plate 405, and thus limiting the displacement of the variable damping friction pendulum support 3 in all directions under normal conditions. The system of the present invention restricts the horizontal translation of the main beam by setting a fixed constraint tenon on the intermediate pier of the continuous beam. The fixed limiting ring, the fixed shear pin and the fixed lower seat plate are connected to form an integral part and cooperate with the circular boss in the middle of the fixed upper seat plate to achieve the limiting between the upper seat plate and the lower seat plate, thereby limiting the displacement of the variable damping friction pendulum support in all directions under normal conditions.

[0029] Specifically, in the transverse constraint tenon 5, such as Figure 6As shown, the system includes a transverse upper anchoring assembly 501, a transverse upper seat plate 502, a transverse limiting ring 503, a transverse shear pin 504, a transverse lower seat plate 505, a transverse buffer pad 506, and a transverse lower anchoring assembly 507. The transverse upper anchoring assembly 501 is located at the top of the transverse constraint tenon 5 and connected to the transverse upper seat plate 502. The transverse upper anchoring assembly 501 is used to connect the transverse constraint tenon 5 to the main beam 1. A transverse limiting ring 503 is installed on the outside of the transverse upper seat plate 502. The transverse limiting ring 503 has a circular ring structure with evenly distributed pin holes around its perimeter. The transverse limiting ring 503 is placed on the transverse lower seat plate 505, and the transverse shear pin 504 connects the transverse limiting ring 503 and the transverse lower seat plate 505. A transverse buffer pad 506 is placed between the transverse lower seat plate 505 and the transverse lower seat plate 505. The transverse buffer pad 506 is placed on the inner side of the transverse lower seat plate 505. The transverse lower anchoring component 507 is installed at the bottom of the transverse lower seat plate 505. The transverse lower anchoring component 507 is used to connect the transverse constraint tenon 5 and the top of the pier 2. A transverse constraint tenon 5 is set on the continuous beam side pier at the bottom of the main beam 1 and the top of the pier 2 to restrict the transverse translation and swing of the main beam. The transverse limiting ring 503, the transverse shear pin 504 and the transverse lower seat plate 505 are connected as a whole and cooperate with the square boss of the transverse upper seat plate 502 to form a sliding pair, thereby realizing the limiting guidance between the transverse upper seat plate 502 and the transverse lower seat plate 505, so that the variable damping friction pendulum support 3 can only slide longitudinally under normal conditions. The system of the present invention restricts the lateral translation and swing of the main beam by setting a transverse constraint tenon on the side pier of the continuous beam. The transverse limiting ring, transverse shear pin and transverse lower seat plate are connected to form a whole and cooperate with the square boss of transverse upper seat plate to form a sliding pair, realize the limiting guidance between transverse upper seat plate and transverse lower seat plate, and ensure that the variable damping friction pendulum support can only slide in the longitudinal direction under normal conditions.

[0030] like Figure 2 , Figure 3 As shown, when the number of piers 2 is odd, one fixed constraint tenon 4 is set on the middle pier, and one transverse constraint tenon 5 is set on each end of the side pier; when the number of piers 2 is even, one fixed constraint tenon 4 is set on each of the two adjacent middle piers, and one transverse constraint tenon 5 is set on each end of the side pier.

[0031] The dual-state constraint tenons are divided into fixed constraint tenons 4 and transverse constraint tenons 5. Under normal operating conditions, the dual-state constraint tenons restrict the displacement of the main beam 1. The dual-state constraint tenons bear the transverse and longitudinal loads of the bridge, ensuring the structural safety of the bridge. The longitudinal horizontal shear force borne by the dual-state constraint tenons mainly comes from the combined load effects of the horizontal component of the dead load generated by the bridge with longitudinal slope, temperature effects, vehicle live load braking force and friction, wind load, etc., ensuring the stability of the beam structure. Under seismic loading, all dual-state constraint tenons release their restraining function, and the constraint system is converted to a fully seismic isolation state, extending the natural period of the bridge structure, effectively reducing the seismic effect, and preventing unexpected earthquakes. When the anti-falling beam device is activated, its limiting activation displacement L = 1.1 × (0.5·DZT + DZX), where DZT is the relative longitudinal displacement of the beam end caused by temperature, and DZX is the relative longitudinal displacement of the beam end caused by the E2 earthquake. This can reduce the risk of the main beam 1 falling off or collapsing. When the horizontal force of the earthquake is greater than the shearing force of the shear pin, the shear pin will fail. The double-state constraint tenon can move freely in the horizontal direction within the design earthquake displacement range. When the actual displacement exceeds the design earthquake displacement of the support, the double-state constraint tenon can buffer the earthquake impact load. After buffering for a certain distance, the double-state constraint tenon is rigidly connected to prevent the bridge displacement from exceeding the limit and causing the beam to fall.

[0032] like Figure 7 As shown, in another embodiment of the present invention, a bridge full seismic isolation and damping constraint system based on dual-state constraints is provided, including the following steps: Based on real-time data such as ambient temperature and traffic flow, the stiffness of the fixed and transverse constraint tenons and the limit value of the anti-fall beam device are dynamically adjusted to ensure performance throughout the entire life cycle.

[0033] Under normal operating conditions, the variable damping friction pendulum bearing is coupled by three rotating pairs. The sliding surface with a smaller friction coefficient (less than 0.03) swings independently, thereby forming a larger equivalent vibration reduction and isolation radius. This effectively reduces the rise of the bridge beam end under normal conditions, improves the smoothness of the road surface and the comfort of driving. At the same time, the damping force provided during sliding is small, which can effectively reduce the additional force on the bridge during normal sliding of the bearing.

[0034] Under normal operating conditions, the fixed and transverse constraint tenons bear the longitudinal and transverse loads of the bridge, ensuring the safety of the bridge structure. The fixed and transverse constraint tenons also limit the displacement of the main beam, ensuring the stability of the beam structure.

[0035] Under seismic loading, when the variable damping friction pendulum bearing exceeds the normal design displacement, the sliding surface with a larger friction coefficient (0.05~0.08) swings independently, thereby forming a smaller equivalent seismic isolation radius. At the same time, the damping force provided during sliding is large, effectively controlling the displacement of the bridge under seismic conditions. Furthermore, the annular bosses on the upper and lower bearing plates can respectively limit the spherical crown liner and the intermediate steel liner, preventing the beam from falling off.

[0036] Under seismic loading, all fixed and lateral restraint tenons release their restrictive functions and transition to a fully seismic isolation state, extending the natural period of the bridge structure and effectively reducing seismic effects. The fixed and lateral restraint tenons can buffer seismic impact loads, and after buffering for a certain distance, they become rigidly connected, preventing the bridge from collapsing due to excessive displacement.

[0037] Under unexpected seismic loading, when the actual displacement of the fixed and transverse restraint tenons exceeds the design seismic displacement of the support, the fixed and transverse restraint tenons can buffer the seismic impact load. After buffering for a certain distance, they become rigidly connected, preventing the bridge from falling due to excessive displacement.

[0038] Regularly inspect the wear of the variable damping friction pendulum support, the integrity of the fixed shear pin and the transverse shear pin, and the corrosion of the anti-fall beam device, and replace any damaged parts.

[0039] In summary, this bridge full seismic isolation constraint system and method based on dual-state constraints can realize the functional separation and synergy of bridges under normal and seismic loading, improve the seismic toughness of bridge structures, and the system has a clear force transmission path, simple structure, and good economy.

[0040] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A bridge seismic isolation and damping constraint system based on dual-state constraints, characterized in that, include: The main beam (1) and a plurality of piers (2) installed at the bottom of the main beam (1); The variable damping friction pendulum support (3) installed at the bottom of the main beam (1) includes an upper support plate (301), a spherical crown liner (303) installed at the bottom of the upper support plate (301), an intermediate steel liner (305) installed at the bottom of the spherical crown liner (303), and a lower support plate (307) installed at the bottom of the intermediate steel liner (305). The fixed constraint tenon (4) installed on the intermediate pier of the continuous beam between the main beam (1) and the pier (2) includes a fixed upper seat plate (402), a fixed upper anchoring component (401) installed on the top of the fixed upper seat plate (402) for connecting the beam body of the main beam (1), a fixed limiting mechanism installed on the bottom of the fixed upper seat plate (402) for limiting, and a fixed lower anchoring component (407) installed on the bottom of the fixed limiting mechanism. A transverse constraint tenon (5) is installed on the continuous beam side pier at the bottom of the main beam (1) and the top of the pier (2). It includes a transverse upper seat plate (502), a transverse upper anchoring component (501) installed on the top of the transverse upper seat plate (502) for connecting the beam body of the main beam (1), a transverse limiting mechanism installed on the bottom of the transverse upper seat plate (502) for limiting, and a transverse lower anchoring component (507) at the bottom of the transverse limiting mechanism. An anti-fall device (6) is installed at the bottom of the main beam (1) and the top of the pier (2) to prevent the main beam (1) from falling under seismic action.

2. The bridge seismic isolation and damping constraint system based on dual-state constraints according to claim 1, characterized in that, The fixed limiting mechanism includes a fixed limiting ring (403) installed on the outside of the fixed upper seat plate (402), a fixed lower seat plate (405) installed at the bottom of the fixed limiting ring (403), and a fixed shear pin (404) installed in the pin holes inside the fixed limiting ring (403) and the fixed lower seat plate (405).

3. The bridge full seismic isolation and damping constraint system based on dual-state constraints according to claim 1, characterized in that, The lateral limiting mechanism includes a lateral limiting ring (503) installed on the outside of the lateral upper seat plate (502), a lateral lower seat plate (505) installed at the bottom of the lateral limiting ring (503), and a lateral shear pin (504) installed in the pin holes inside the lateral limiting ring (503) and the lateral lower seat plate (505).

4. The bridge full seismic isolation and damping constraint system based on dual-state constraints according to claim 1, characterized in that, The variable damping friction pendulum support (3) further includes an upper spherical sliding plate (302) installed between the upper support plate (301) and the spherical crown liner (303), a spherical sliding plate (304) installed between the spherical crown liner (303) and the intermediate steel liner (305), and a lower spherical sliding plate (306) installed between the intermediate steel liner (305) and the lower support plate (307).

5. A bridge seismic isolation and damping system based on dual-state constraints according to claim 2, characterized in that, The fixed constraint tenon (4) also includes a fixed buffer pad (406) installed on the inner side of the fixed lower seat plate (405).

6. The bridge full seismic isolation and damping constraint system based on dual-state constraints according to claim 3, characterized in that, The transverse constraint tenon (5) also includes a transverse buffer pad (506) installed on the inner side of the transverse lower seat plate (505).

7. A bridge seismic isolation and damping system based on dual-state constraints according to claim 4, characterized in that, The upper spherical sliding plate (302), the spherical sliding plate (304) and the lower spherical sliding plate (306) are all made of wear-resistant polymer materials, which enhances the stable working state of the variable damping friction pendulum support (3) and reduces the maintenance work during the use of the variable damping friction pendulum support (3).

8. A bridge full seismic isolation and damping constraint system based on dual-state constraints according to any one of claims 1-3, characterized in that, The fixed type constraint tenon (4) and the transverse type constraint tenon (5) form a dual-state constraint tenon; the dual-state constraint tenon is used to restrict the displacement of the main beam (1) and realize the function of bearing the transverse and longitudinal loads of the bridge by the dual-state constraint tenon.

9. A bridge seismic isolation and damping system based on dual-state constraints according to claim 8, characterized in that, The number of piers (2) is odd, with one fixed constraint tenon (4) set in the middle pier and one transverse constraint tenon (5) set at each end of the side pier; the number of piers (2) is even, with one fixed constraint tenon (4) set in each of the two adjacent middle piers and one transverse constraint tenon (5) set at each end of the side pier.

10. A bridge seismic isolation and damping constraint method based on dual-state constraints, characterized in that, The method employs a bridge full seismic isolation and damping constraint system based on dual-state constraints as described in any one of claims 1-9, comprising: S100: Based on real-time data such as ambient temperature and traffic flow, dynamically adjust the stiffness of the fixed type constraint tenon (4) and the transverse type constraint tenon (5) and the limit value of the anti-fall beam device (6) to ensure the performance throughout the entire life cycle. S200: Under normal operating conditions, the variable damping friction pendulum bearing (3) is coupled by three rotating pairs. The friction coefficient is small. The sliding surface of the smaller surface (less than 0.03) swings alone, thus forming a larger equivalent vibration reduction and isolation radius, thereby reducing the amount of beam end rise under normal bridge conditions, improving road surface smoothness and driving comfort. At the same time, the damping force provided during sliding is small, which can reduce the additional force on the bridge when the bearing slides normally. S300: Under normal operating conditions, the fixed type restraint tenon (4) and the transverse type restraint tenon (5) bear the longitudinal and transverse loads of the bridge to ensure the safety of the bridge structure. The fixed type restraint tenon (4) and the transverse type restraint tenon (5) limit the displacement of the main beam (1) and ensure the stability of the beam structure. S400: Under seismic action, when the variable damping friction pendulum bearing (3) exceeds the normal design displacement, it forms a smaller equivalent seismic isolation radius by swinging the sliding surface of the surface with a larger friction coefficient (0.05~0.08). At the same time, the damping force provided during sliding is larger, which controls the displacement of the bridge under seismic conditions. In addition, the annular bosses of the upper bearing plate (301) and the lower bearing plate (307) can respectively limit the spherical crown liner plate (303) and the intermediate steel liner plate (305) to prevent the beam from falling. S500: Under seismic action, all fixed-type restraint tenons (4) and transverse-type restraint tenons (5) are released from their restraint function and converted to a full seismic isolation state, which prolongs the natural vibration period of the bridge structure and effectively reduces the seismic effect. The fixed-type restraint tenons (4) and transverse-type restraint tenons (5) can buffer the seismic impact load. After buffering a certain distance, they become rigidly connected to prevent the bridge displacement from exceeding the limit and causing the beam to fall. S600: Under the condition of unexpected seismic action, when the actual displacement of the fixed type restraint tenon (4) and the transverse type restraint tenon (5) exceeds the design seismic displacement of the support, the fixed type restraint tenon (4) and the transverse type restraint tenon (5) can buffer the seismic impact load. After buffering for a certain distance, they become rigidly connected to prevent the bridge displacement from exceeding the limit and causing the beam to fall. S700: Regularly inspect the wear of the variable damping friction pendulum support (3), the integrity of the fixed shear pin (404) and the transverse shear pin (504), and the corrosion of the anti-falling beam device (6), and replace damaged parts.

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