High-pier bridge support-stop block collaborative anti-seismic device and design method thereof

Abstract

The invention discloses a high-pier bridge support-stop block collaborative anti-seismic device and a design method thereof, and belongs to the technical field of high-pier bridge anti-seismic devices.The high-pier bridge support-stop block collaborative anti-seismic device comprises two high-damping rubber support assemblies arranged on the two sides of the upper end face of each bent cap; a high-pier bridge body is placed at the top of the high-damping rubber support assembly through a diaphragm plate; a transverse blocking assembly is arranged on the outer side of each high-damping rubber support assembly, the bottom of each transverse blocking assembly is fixedly connected with the upper end face of the cover beam, and a transverse blocking gap is formed between each transverse blocking assembly and the corresponding high-damping rubber support. When an earthquake comes, the high-pier bridge support-stop block cooperative anti-seismic device prevents a high-pier bridge body from losing stability or sliding off, after the earthquake, a high-damping rubber block in the transverse stop assembly enables a bridge system to restore to the initial state through elastic restoring force, the maintenance cost is reduced, and the service life is prolonged.

Description

Technical Field

[0001] The present invention belongs to the technical field of earthquake-resistant devices for high-pier bridges, and in particular relates to a support-block coordinated earthquake-resistant device for high-pier bridges and a design method thereof. Background Art

[0002] In recent years, with the extension of my country's transportation infrastructure to the mountainous areas of the southwest, the large-scale construction of high-pier bridges in complex terrain has attracted much attention to their seismic performance under strong earthquakes. Traditional bridge seismic systems often use rubber bearings or friction pendulum bearings for seismic isolation, while rigid blocks are used to prevent lateral slippage of the beam. However, actual earthquake damage surveys have shown that traditional rigid blocks often fail due to excessive impact forces during strong earthquakes, inducing beam detachment and pier column damage. In addition, conventional shock-absorbing devices have difficulty in balancing displacement control, energy dissipation capacity, and post-seismic reset functions. Especially under near-fault pulse earthquakes, high-pier bridges face serious nonlinear response and structural damage risks. Therefore, it is urgent to propose a high-pier bridge seismic resistance device with lateral limitation, energy dissipation, flexible coordination, and post-seismic self-reset capabilities to improve the overall safety and service life of high-pier bridges under complex earthquake motions. Summary of the Invention

[0003] In response to the deficiencies in the above-mentioned background technology, the present invention aims to provide a high-pier bridge support-block collaborative seismic resistance device and a design method thereof, so as to solve the problems of the existing bridge seismic isolation devices such as insufficient energy dissipation capacity under strong earthquake conditions, limited structural response control, and excessive block stiffness that easily induces additional internal forces.

[0004] In order to achieve the above-mentioned object of the invention, the technical solution adopted by the present invention is as follows:

[0005] A high-pier bridge bearing-block collaborative seismic anti-seismic device is provided, which includes two high-damping rubber bearing assemblies arranged on both sides of the upper end surface of each cap beam, and the high-pier bridge beam body is placed on the top of the high-damping rubber bearing assemblies through a transverse partition; a transverse blocking assembly is provided on the outer side of each high-damping rubber bearing assembly, the bottom of each transverse blocking assembly is fixedly connected to the upper end surface of the cap beam, and a transverse blocking gap is provided between each transverse blocking assembly and the high-damping rubber bearing.

[0006] Furthermore, each of the high-damping rubber bearing assemblies includes a bearing pad arranged on the upper end surface of the cap beam, the upper end surface of the bearing pad is provided with a lower connecting plate, the upper end surface of the lower connecting plate is fixed with a high-damping rubber assembly, the high-damping rubber assembly includes an upper fixing plate and a lower fixing plate vertically spaced apart, a high-damping rubber block is provided between the upper fixing plate and the lower fixing plate, a plurality of steel plates are provided in the high-damping rubber block, the plurality of steel plates are parallel to each other and evenly spaced along the vertical direction; the lower fixing plate is fixedly connected to the upper end surface of the lower connecting plate by bolts, the upper fixing plate is connected to the upper connecting plate by bolts, the upper end surface of the upper connecting plate is provided with a contact plate for contacting the transverse blocking assembly, and the gap between the contact plate and the high-damping rubber bearing is the transverse blocking gap; the bottom of the diaphragm is connected to the upper end surface of the upper connecting plate.

[0007] Furthermore, each of the transverse blocking assemblies includes a lower block plate fixedly connected to the upper end face of the cap beam, three middle block plates are vertically arranged on the upper end face of the lower block plate, the three middle block plates are horizontally spaced apart, and multiple middle block transverse partitions are arranged between the three middle block plates, and multiple middle block transverse partitions are evenly spaced along the length direction of the high pier bridge, an upper block plate is arranged on the top of the three middle block plates, and a hollow block block plate is provided on the upper end face of the upper block plate, and a rubber wear-resistant plate is fixedly provided on the side of the hollow block block close to the contact plate, the bottom of the rubber wear-resistant plate is fixedly connected to the upper end face of the upper block plate, and the gap between the contact plate and the rubber wear-resistant plate is a transverse blocking gap.

[0008] Furthermore, a diamond-shaped hole is hollowed out in the middle of each middle stop plate, and each corner of the diamond-shaped hole adopts a 20° arc chamfer transition to form a smooth curvature boundary.

[0009] The present invention also provides a design method for a high pier bridge support-stop block coordinated seismic resistance device, which comprises the following steps:

[0010] S1. Determine the total mass and main span of the target high-pier bridge;

[0011] S2. Calculate the equivalent stiffness K of each high-damping rubber bearing assembly based on the total mass and main span of the target high-pier bridge. eq and damping ratio ξ;

[0012] The equivalent stiffness K of each high damping rubber bearing component eq The calculation formula is:

[0013]

[0014] Where M is the total mass of the target high-pier bridge, in kg; L is the main span of the target high-pier bridge, in m; T d is the isolation period of the target high-pier bridge, with a value of 2.0~3.0, in seconds; L0 is the reference span, with a value of 50 m, which is used to correct the spatial earthquake effect of long-span bridges;

[0015] The damping ratio ξ of each high damping rubber bearing assembly is calculated as follows:

[0016]

[0017] Among them, ξ min is the minimum damping ratio of the high damping rubber bearing assembly, which is an inherent property of the rubber material and has a value of 0.12~0.25; k is an empirical coefficient and has a value of 0.15~0.25;

[0018] S3. Calculate the lateral blocking gap δ. The calculation formula for the lateral blocking gap δ is:

[0019]

[0020]

[0021]

[0022]

[0023] Among them, Δ max is the limit deformation of the high damping rubber bearing assembly, in mm; is the shear strain limit of the high damping rubber block; t r is the thickness of the high damping rubber block, in mm; Δ eq is the equivalent seismic displacement, in mm; is the weight acceleration; Δ T is the temperature displacement, in mm; is the temperature linear expansion coefficient; ΔT is the sum of the absolute values ​​of the extreme positive and negative temperature differences experienced by the target high-pier bridge during its service life, in °C;

[0024] S4. Calculate the stiffness K of the lateral blocking component b ; Stiffness K of the lateral blocking component b The calculation formula is:

[0025]

[0026] Where Ψ is the stiffness correction factor, ranging from 1.8 to 2.2;

[0027] S5. Calculate the equivalent stiffness K of the high damping rubber bearing assemblyeq and the damping ratio ξ, the lateral barrier gap δ and the stiffness K of the lateral barrier assembly b , completed the design of the high pier bridge bearing-block coordinated seismic device.

[0028] Furthermore, in step S1 , the total mass of the target high-pier bridge includes the mass of the bridge beam and the bridge deck system.

[0029] Compared to existing bridge seismic isolation devices, the present invention has the following beneficial effects: the high-pier bridge beam is positioned above the cap beam via a high-damping rubber bearing assembly, forming a flexible connection system between the high-pier bridge beam and the cap beam; transverse blocking assemblies are arranged on both sides of the cap beam, forming a limiting cavity between the transverse blocking assemblies, the transverse diaphragms, and the two sides of the high-pier bridge beam. As a basic support assembly, the high-damping rubber bearing assembly has high energy dissipation and vertical support capabilities, which can effectively reduce the acceleration and displacement peaks of the main beam under earthquake action. The core energy-absorbing components of the transverse blocking assembly are multiple middle block diaphragms, which are provided with diamond-shaped holes to guide yield deformation. To avoid stress concentration caused by the diamond-shaped holes and improve the fatigue performance and crack resistance of the components, each corner of the diamond-shaped hole adopts a 20° arc chamfer transition to form a smooth curvature boundary, thereby enhancing the stability of energy dissipation in the hysteresis section. Multiple such middle block diaphragms are arranged along the length of the high-pier bridge, and have controllable yield strength and good hysteretic energy dissipation capabilities. To prevent premature yielding or severe collisions in the bearing-block collaborative seismic resistance system of high-pier bridges, a transverse blocking gap is provided between the transverse blocking assembly and the high-damping rubber bearing. Contact plates and rubber wear plates are also provided to enhance shear resistance, improving stability and durability under cyclic loading. When an earthquake strikes, the high-damping rubber bearing assembly provides vertical support and dissipates seismic energy through shear deformation. When the horizontal displacement exceeds the transverse blocking gap, the transverse blocking assembly begins to operate, providing additional damping to prevent the high-pier bridge beam from losing stability or sliding. After the earthquake, the high-damping rubber blocks in the transverse blocking assembly use elastic restoring force to restore the bridge system to its initial state, reducing maintenance costs and extending service life. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following is a brief introduction to the drawings required for use in the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without inventive work. The above and other objects, features and advantages of the present invention will become more apparent through the accompanying drawings. The same reference numerals indicate the same parts throughout the drawings. The drawings are not intentionally scaled to their actual sizes, and the focus is on illustrating the main purpose of the present invention.

[0031] Figure 1This is a schematic diagram of the actual installation structure of a high pier bridge support-block coordinated seismic resistance device.

[0032] Figure 2 This is an enlarged structural diagram of the high-damping rubber bearing assembly.

[0033] Figure 3 It is a schematic diagram of the enlarged structure of the lateral blocking component.

[0034] Figure 4 This is a structural diagram of the high pier bridge support-block collaborative seismic anti-seismic device after deformation when an earthquake occurs.

[0035] Among them, 1. Cap beam; 2. High damping rubber bearing assembly; 21. Bearing pad stone; 22. Lower connecting plate; 23. High damping rubber assembly; 231. Upper fixing plate; 232. Lower fixing plate; 233. High damping rubber block; 234. Steel plate; 24. Upper connecting plate; 25. Contact plate;

[0036] 3. diaphragm;

[0037] 4. Horizontal blocking assembly; 41. Lower block plate; 42. Middle block plate; 43. Middle block transverse partition; 44. Upper block plate; 45. Hollow block plate; 46. Rubber wear plate; 47. Diamond hole;

[0038] 5. High pier bridge beams. DETAILED DESCRIPTION

[0039] The specific embodiments of the present invention are described below to facilitate understanding of the present invention by those skilled in the art. However, it should be clear that the present invention is not limited to the scope of the specific embodiments. For those skilled in the art, as long as various changes are within the spirit and scope of the present invention as defined and determined by the appended claims, these changes are obvious, and all inventions and creations utilizing the concepts of the present invention are protected.

[0040] like Figure 1 As shown, the present invention provides a high-pier bridge bearing-block collaborative seismic anti-seismic device, which includes two high-damping rubber bearing assemblies 2 arranged on both sides of the upper end surface of each cap beam 1, and the high-pier bridge beam body 5 is placed on the top of the high-damping rubber bearing assembly 2 through a cross partition 3; a transverse blocking assembly 4 is provided on the outer side of each high-damping rubber bearing assembly 2, and the bottom of each transverse blocking assembly 4 is fixedly connected to the upper end surface of the cap beam 1, and a transverse blocking gap is provided between each transverse blocking assembly 4 and the high-damping rubber bearing.

[0041] Furthermore, if Figure 2As shown, each of the high-damping rubber bearing components 2 includes a bearing pad 21 arranged on the upper end surface of the cap beam 1, the upper end surface of the bearing pad 21 is provided with a lower connecting plate 22, the upper end surface of the lower connecting plate 22 is fixed with a high-damping rubber component 23, the high-damping rubber component 23 includes an upper fixing plate 231 and a lower fixing plate 232 arranged vertically at intervals, a high-damping rubber block 233 is provided between the upper fixing plate 231 and the lower fixing plate 232, and multiple high-damping rubber blocks 233 are provided in the high-damping rubber block 233. Steel plates 234, multiple steel plates 234 are parallel to each other and evenly spaced in the vertical direction; the lower fixed plate 232 is fixedly connected to the upper end face of the lower connecting plate 22 by bolts, and the upper fixed plate 231 is connected to the upper connecting plate 24 by bolts, and the upper end face of the upper connecting plate 24 is provided with a contact plate 25 for contacting the transverse blocking assembly 4, and the gap between the contact plate 25 and the high-damping rubber bearing is the transverse blocking gap; the bottom of the transverse partition 3 is connected to the upper end face of the upper connecting plate 24.

[0042] Furthermore, if Figure 3 As shown, each of the transverse blocking components 4 includes a lower block plate 41 fixedly connected to the upper end face of the cap beam 1, and three middle block plates 42 are vertically arranged on the upper end face of the lower block plate 41, and the three middle block plates 42 are arranged horizontally at intervals, and multiple middle block transverse partitions 43 are arranged between the three middle block plates 42, and multiple middle block transverse partitions 43 are evenly spaced along the length direction of the high pier bridge, and an upper block plate 44 is arranged on the top of the three middle block plates 42, and a hollow block baffle 45 is provided on the upper end face of the upper block plate 44, and a rubber wear-resistant plate 46 is fixedly provided on the side of the hollow block baffle 45 close to the contact plate 25, and the bottom of the rubber wear-resistant plate 46 is fixedly connected to the upper end face of the upper block plate 44, and the gap between the contact plate 25 and the rubber wear-resistant plate 46 is a transverse blocking gap.

[0043] Furthermore, a diamond-shaped hole 47 is hollowed out in the middle of each middle stop plate 42 , and each corner of the diamond-shaped hole 47 adopts a 20° arc chamfer transition to form a smooth curvature boundary.

[0044] Compared with existing bridge seismic isolation devices, the high-pier bridge support-block collaborative seismic device in the present invention has a high-pier bridge beam body 5 arranged above the cap beam 1 through a high-damping rubber support assembly 2, forming a flexible connection system between the high-pier bridge beam body 5 and the cap beam 1; lateral blocking assemblies 4 are arranged on both sides of the cap beam 1, and a limiting cavity is formed between the lateral blocking assembly 4, the diaphragm 3 and the two sides of the high-pier bridge beam body 5. As a basic support assembly, the high-damping rubber support assembly 2 has high energy dissipation and vertical support capacity, which can effectively reduce the acceleration and displacement peak of the main beam under the action of an earthquake. The core energy-absorbing component of the lateral blocking assembly 4 is a plurality of middle block diaphragms 43, and the plurality of middle block diaphragms 43 have diamond holes 47 to guide yield deformation. In order to avoid stress concentration in the diamond holes 47 and improve the fatigue performance and crack resistance of the component, each corner of the diamond hole 47 adopts a 20° arc chamfer transition to form a smooth curvature boundary and enhance the stability of energy dissipation in the hysteresis section. The multiple middle block transverse diaphragms 43 are arranged along the length of the high pier bridge and have controllable yield strength and good hysteretic energy dissipation capacity. In order to avoid early yield or strong collision of the high pier bridge support-block cooperative anti-seismic device, a transverse blocking gap is set between the transverse blocking assembly 4 and the high damping rubber bearing, and the shear resistance is enhanced by setting the contact plate 25 and the rubber wear plate 46, thereby improving the stability and durability under cyclic loading. Figure 4 As shown, when an earthquake occurs, the high-damping rubber bearing assembly 2 provides vertical support and dissipates earthquake energy through shear deformation; when the horizontal displacement exceeds the lateral blocking gap, the lateral blocking assembly 4 starts to work, providing additional damping to prevent the high-pier bridge beam 5 from becoming unstable or sliding; after the earthquake, the high-damping rubber block 233 in the lateral blocking assembly 4 restores the bridge system to its original state through elastic restoring force, reducing maintenance costs and extending service life.

[0045] The present invention also provides a design method for a high pier bridge support-stop block coordinated seismic resistance device, which comprises the following steps:

[0046] S1. Determine the total mass and main span of the target high-pier bridge;

[0047] S2. Calculate the equivalent stiffness K of each high damping rubber bearing assembly 2 based on the total mass and main span of the target high pier bridge. eq and damping ratio ξ;

[0048] The equivalent stiffness K of each high damping rubber bearing assembly 2 eq The calculation formula is:

[0049]

[0050] Where M is the total mass of the target high-pier bridge, in kg; L is the main span of the target high-pier bridge, in m; T dis the isolation period of the target high-pier bridge, with a value of 2.0~3.0, in seconds; L0 is the reference span, with a value of 50 m, which is used to correct the spatial earthquake effect of long-span bridges;

[0051] The calculation formula of the damping ratio ξ of each high damping rubber bearing assembly 2 is:

[0052]

[0053] Among them, ξ min is the minimum damping ratio of the high damping rubber bearing assembly 2, which is the inherent property of the rubber material and has a value of 0.12~0.25; k is the empirical coefficient and has a value of 0.15~0.25;

[0054] S3. Calculate the lateral blocking gap δ. The calculation formula for the lateral blocking gap δ is:

[0055]

[0056]

[0057]

[0058]

[0059] Among them, Δ max is the limit deformation of the high damping rubber bearing assembly 2, in mm; is the shear strain limit of the high damping rubber block 233; t r is the thickness of the high damping rubber block 233, in mm; Δ eq is the equivalent seismic displacement, in mm; is the weight acceleration; Δ T is the temperature displacement, in mm; is the temperature linear expansion coefficient; ΔT is the sum of the absolute values ​​of the extreme positive and negative temperature differences experienced by the target high-pier bridge during its service life, in °C;

[0060] S4. Calculate the stiffness K of the lateral blocking component 4 b ; The stiffness K of the lateral blocking component 4 b The calculation formula is:

[0061]

[0062] Where Ψ is the stiffness correction factor, ranging from 1.8 to 2.2;

[0063] S5. Calculate the equivalent stiffness K of the high damping rubber bearing assembly 2 eq and the damping ratio ξ, the lateral blocking gap δ and the stiffness K of the lateral blocking assembly 4b , completed the design of the high pier bridge bearing-block coordinated seismic device.

[0064] Furthermore, in step S1 , the total mass of the target high-pier bridge includes the mass of the high-pier bridge beam 5 and the bridge deck system.

[0065] In summary, the present invention's high-pier bridge bearing-block collaborative seismic resistance device and its design method effectively improve the seismic performance of bridges under earthquakes. The synergistic effect of the high-damping rubber bearing assembly and the lateral blocking assembly allows high-pier bridges to deform to a certain extent without being damaged under earthquakes. It also effectively absorbs and dissipates seismic energy, reducing earthquake damage to high-pier bridge structures. This addresses the problems of existing bridge seismic isolation devices, such as insufficient energy dissipation capacity under strong earthquake conditions, limited structural response control, and excessive block stiffness that easily induces additional internal forces.

Claims

1. A high pier bridge support-block cooperative seismic device, characterized in that: It includes two high-damping rubber bearing assemblies arranged on both sides of the upper end surface of each cap beam, and the high pier bridge beam body is placed on the top of the high-damping rubber bearing assemblies through a cross partition; a transverse blocking assembly is provided on the outside of each high-damping rubber bearing assembly, and the bottom of each transverse blocking assembly is fixedly connected to the upper end surface of the cap beam, and a transverse blocking gap is provided between each transverse blocking assembly and the high-damping rubber bearing.

2. The high pier bridge support-stop block cooperative seismic device according to claim 1 is characterized in that: Each of the high-damping rubber bearing components includes a bearing pad arranged on the upper end surface of the cap beam, a lower connecting plate is provided on the upper end surface of the bearing pad, and a high-damping rubber component is fixed to the upper end surface of the lower connecting plate, and the high-damping rubber component includes an upper fixing plate and a lower fixing plate arranged vertically at intervals, a high-damping rubber block is provided between the upper fixing plate and the lower fixing plate, and a plurality of steel plates are provided in the high-damping rubber block, and the plurality of steel plates are parallel to each other and evenly spaced along the vertical direction; the lower fixing plate is fixedly connected to the upper end surface of the lower connecting plate by bolts, and the upper fixing plate is connected to the upper connecting plate by bolts, and the upper end surface of the upper connecting plate is provided with a contact plate for contacting the transverse blocking assembly, and the gap between the contact plate and the high-damping rubber bearing is the transverse blocking gap; the bottom of the diaphragm is connected to the upper end surface of the upper connecting plate.

3. The high pier bridge support-stop block cooperative earthquake-resistant device according to claim 2, characterized in that: Each of the transverse blocking assemblies includes a lower block plate fixedly connected to the upper end face of the cap beam, the upper end face of the lower block plate is vertically provided with three middle block plates, the three middle block plates are horizontally spaced, and multiple middle block transverse partitions are provided between the three middle block plates, and the multiple middle block transverse partitions are evenly spaced along the length direction of the high pier bridge, an upper block plate is provided on the top of the three middle block plates, the upper end face of the upper block plate is provided with a hollow block block plate, a rubber wear-resistant plate is fixedly provided on the side of the hollow block block close to the contact plate, the bottom of the rubber wear-resistant plate is fixedly connected to the upper end face of the upper block plate, and the gap between the contact plate and the rubber wear-resistant plate is a transverse blocking gap.

4. The high pier bridge support-stop block cooperative seismic device according to claim 3, characterized in that: The middle portion of each middle stop plate is hollowed out to form a diamond-shaped hole, and each corner of the diamond-shaped hole adopts a 20° arc chamfer transition to form a smooth curvature boundary.

5. A design method for a high pier bridge bearing-stopper cooperative seismic device according to any one of claims 1 to 4, characterized in that: The following steps are involved: S1. Determine the total mass and main span of the target high-pier bridge; S2. Calculate the equivalent stiffness K of each high-damping rubber bearing assembly based on the total mass and main span of the target high-pier bridge. eq and damping ratio ξ; The equivalent stiffness K of each high damping rubber bearing component eq The calculation formula is: ； Where M is the total mass of the target high-pier bridge, in kg; L is the main span of the target high-pier bridge, in m; T d is the isolation period of the target high-pier bridge, with a value of 2.0~3.0, in seconds; L0 is the reference span, with a value of 50 m, which is used to correct the spatial earthquake effect of long-span bridges; The damping ratio ξ of each high damping rubber bearing assembly is calculated as follows: ； Among them, ξ min is the minimum damping ratio of the high damping rubber bearing assembly, which is an inherent property of the rubber material and has a value of 0.12~0.25; k is an empirical coefficient and has a value of 0.15~0.25; S3. Calculate the lateral blocking gap δ. The calculation formula for the lateral blocking gap δ is: ； ； ； ； Among them, Δ max is the limit deformation of the high damping rubber bearing assembly, in mm; is the shear strain limit of the high damping rubber block; t r is the thickness of the high damping rubber block, in mm; Δ eq is the equivalent seismic displacement, in mm; is the weight acceleration; Δ T is the temperature displacement, in mm; is the temperature linear expansion coefficient; ΔT is the sum of the absolute values ​​of the extreme positive and negative temperature differences experienced by the target high-pier bridge during its service life, in °C; S4. Calculate the stiffness K of the lateral blocking component b ; Stiffness K of the lateral blocking component b The calculation formula is: ； Where Ψ is the stiffness correction factor, ranging from 1.8 to 2.2; S5. Calculate the equivalent stiffness K of the high damping rubber bearing assembly eq and the damping ratio ξ, the lateral barrier gap δ and the stiffness K of the lateral barrier assembly b , completed the design of the high pier bridge bearing-block coordinated seismic device.

6. The design method of the high pier bridge support-stop block cooperative seismic device according to claim 5 is characterized in that: In step S1 , the total mass of the target high-pier bridge includes the mass of the bridge beam and the bridge deck system.

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