Bridge pier sinking support rebound displacement compensation device and design method thereof

Abstract

The invention provides a pier sinking support springback displacement compensation device and a design method thereof, and relates to the technical field of pier sinking support springback displacement compensation. The method comprises the steps that the actual settlement displacement (d-h) of a bridge deck is obtained according to the upward displacement compensation amount h of the compensation device and the creep sinking amount d of a pier, calculating to obtain compensation device support loss force P according to the equivalent stiffness coefficient k1 of the upper structure, and further obtaining a sinking ratio P / P according to the compensation device support loss force P and preset original support loss force P; judging whether the sinking ratio P / P is smaller than a preset threshold value or not; if not, adjusting the total rigidity k3 of the spring, and returning to execute the step of acquiring the total rigidity k3 of the spring according to the adjusted total rigidity k3 of the spring until the sinking ratio P / P is smaller than the preset threshold value, and outputting device information of the compensation device to design the compensation device. The technical problems that in the prior art, a common rubber support cannot achieve rebound displacement automatic compensation and is prone to fatigue failure are solved.

Description

Technical Field

[0001] This invention relates to the field of bridge pier sinking bearing rebound displacement compensation technology, and particularly to a bridge pier sinking bearing rebound displacement compensation device and its design method. Background Technology

[0002] In bridge widening projects, the piers of the new bridge will experience settlement for a period of time after construction, while the old bridge has been completed for a considerable period and its settlement is essentially complete. When the widened bridge is built, the decks of the new and old bridges are at the same level. However, in the following years, the piers of the new bridge will continuously experience creep foundation settlement. This settlement of the new piers causes the deck of the new bridge to be lower than that of the old bridge, resulting in vertical dislocation at the joint between the new and old bridge decks. This leads to enormous bending normal stress at the joint, and the bending stress caused by the settlement of the new piers is much greater than that caused by vehicle loads, causing cracking and damage to the bridge deck at the joint.

[0003] To prevent vertical displacement at the joint between the new and old bridge decks, which could lead to cracking and damage, current technology typically uses ordinary rubber bearings on the piers to support the bridge deck. However, these ordinary rubber bearings lack the ability to automatically compensate for rebound displacement. Furthermore, due to the material properties of ordinary rubber, these bearings are prone to fatigue failure under stress. Over time, this affects the support effect, leading to compensation failure and the recurrence of vertical displacement at the joint. Therefore, bridge widening projects urgently need a "pier settlement bearing rebound displacement compensation device" to replace the current ordinary rubber bearings. Summary of the Invention

[0004] Based on this, the purpose of the present invention is to provide a rebound displacement compensation device for bridge pier sinking bearings and its design method, which solves the technical problem that ordinary rubber bearings in the prior art cannot achieve automatic rebound displacement compensation and are prone to fatigue failure.

[0005] This invention provides a design method for a bridge pier settlement bearing rebound displacement compensation device, comprising: The total spring stiffness k3 is obtained, and combined with the pressure P1 on the trapezoidal cover plate before the pier sinks, the initial information of the compensation device before the pier sinks is calculated. The initial information of the compensation device includes the initial vertical displacement h of the trapezoidal cover plate. 1y ; Obtain the creep settlement of bridge piers d The creep information of the compensation device after the pier settlement is calculated by considering the pressure P2 on the trapezoidal cover plate after the settlement, and the creep information of the compensation device includes the vertical displacement h of the trapezoidal cover plate after the settlement. 2y ; Based on the initial vertical displacement h of the trapezoidal cover plate 1y Vertical displacement h of the sinking trapezoidal cover plate 2yObtain the upward displacement compensation amount Δh of the compensation device, and then compare the upward displacement compensation amount Δh of the compensation device with the creep settlement amount of the bridge pier. d Obtain the actual settlement displacement of the bridge deck ( d -△h); based on the actual settlement displacement of the bridge deck ( d -△h) and the equivalent stiffness coefficient of the superstructure k 1. Calculate the stress ΔP of the compensating device support; 2. Obtain the settlement ratio ΔP / P based on the stress ΔP of the compensating device support and the preset original support stress P; Determine whether the sinking ratio ΔP / P is less than a preset threshold; If not, adjust the stiffness of each spring to adjust the total spring stiffness k3, and return to the step of obtaining the total spring stiffness k3 based on the adjusted total spring stiffness k3, until the sink ratio ΔP / P is less than the preset threshold. Then, output the device information of the compensation device to design the compensation device. The device information includes the total spring stiffness k3, the angle θ between the inclined surface and the horizontal plane in the wedge slider, and the coefficient of friction between the inclined surfaces. f .

[0006] The aforementioned design method for the pier settlement bearing rebound displacement compensation device replaces the current ordinary rubber bearing, solving the technical problem that ordinary rubber bearings cannot achieve automatic rebound displacement compensation and are prone to fatigue failure in the existing technology. Specifically, when a newly built pier experiences creep settlement, the pier settlement bearing rebound displacement compensation device will compensate for most of the pier's settlement through a huge rebound force, thereby avoiding vertical dislocation at the joint between the new bridge deck and the old bridge deck, and thus preventing cracking and damage to the bridge deck at the joint.

[0007] In addition, the bridge pier settlement bearing rebound displacement compensation device design method of the present invention described above may also have the following additional technical features: Furthermore, the initial vertical displacement h of the trapezoidal cover plate 1y The calculation formula is: h 1y =h 1x ·tanθ; In the formula, θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and this inclined surface contacts the trapezoidal cover plate; h 1x This represents the horizontal compression of each spring before the bridge pier sinks.

[0008] Furthermore, the horizontal compression h of each spring before the pier sinks 1x The calculation formula is: ; In the formula, h 1xP1 represents the horizontal compression of each spring before the pier sinks; P2 represents the pressure on the trapezoidal cover plate before sinking; and k3 represents the total stiffness of the springs. f is the coefficient of friction.

[0009] Furthermore, the formula for calculating the subsidence ratio ΔP / P is: ; In the formula, θ is the angle between the inclined surface of the wedge slider and the horizontal plane, and the inclined surface is in contact with the trapezoidal cover plate; f k is the coefficient of friction; k3 is the total stiffness of the spring; k 1 represents the equivalent stiffness coefficient of the superstructure, where the superstructure includes the bridge bearings and the main beam; P represents the pre-set original bearing failure; and ΔP represents the bearing failure of the compensation device.

[0010] Furthermore, the formula for calculating the initial support stress P is: P= k 1 d In the formula, k 1 represents the equivalent stiffness coefficient of the superstructure; d This refers to the creep settlement of the bridge pier.

[0011] Furthermore, the formula for calculating the stress ΔP at the support of the compensation device is as follows: ; In the formula, k 1 represents the equivalent stiffness coefficient of the superstructure; d Let be the creep settlement of the bridge pier; k3 be the total stiffness of the spring; Δh be the upward displacement compensation of the compensation device, where: Δh = h 1y -h 2y In the formula, h 1y h represents the initial vertical displacement of the trapezoidal cover plate. 2y This represents the vertical displacement of the trapezoidal cover plate after it has sunk.

[0012] Furthermore, the vertical displacement h of the sunken trapezoidal cover plate 2y The calculation formula is: h 2y =h 2x ·tanθ; In the formula, θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and this inclined surface contacts the trapezoidal cover plate; h 2x This represents the horizontal compression of each spring after the bridge pier sinks.

[0013] Furthermore, the horizontal compression h of each spring after the bridge pier sinks 2x The calculation formula is: ; In the formula, θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and the inclined surface contacts the trapezoidal cover plate; P2 is the pressure on the trapezoidal cover plate after it sinks; k3 is the total stiffness of the spring. f is the coefficient of friction.

[0014] Another aspect of the present invention provides a bridge pier settlement bearing rebound displacement compensation device for connecting a beam and a bridge pier. The compensation device is used to implement the above-mentioned bridge pier settlement bearing rebound displacement compensation device design method. The compensation device includes a base, at least one elastic unit disposed on the base, and a trapezoidal cover plate disposed on the elastic unit. The elastic unit includes two elastic components, which are disposed opposite to each other above the base and connected by a connecting rod. The elastic component includes a wedge-shaped slider and at least one spring connected to the wedge-shaped slider. The connecting rod passes through the elastic component and is fixedly connected to one end of the spring, and the other end of the spring is connected to the wedge-shaped slider. The two wedge-shaped sliders form a receiving space, and the trapezoidal cover plate is disposed in the receiving space and abuts against the inclined surface of the wedge-shaped sliders and is slidably connected to the inclined surface. Attached Figure Description

[0015] Figure 1 This is a flowchart illustrating the design method of the bridge pier sinking support rebound displacement compensation device in an embodiment of the present invention. Figure 2 This is a schematic diagram of the static balance of the compensation device before the pier sinks in an embodiment of the present invention; Figure 3 This is a schematic diagram of the static balance of the compensation device after the bridge pier sinks in an embodiment of the present invention; Figure 4 This is a front view of the structure of the bridge pier sinking support rebound displacement compensation device in an embodiment of the present invention; Figure 5 This is a top view of the structure of the bridge pier sinking support rebound displacement compensation device in an embodiment of the present invention; Explanation of key component symbols:

[0016] The following detailed description, in conjunction with the accompanying drawings, will further illustrate the present invention. Detailed Implementation

[0017] To facilitate understanding of the present invention, a more complete description will be given below with reference to the accompanying drawings. Several embodiments of the invention are illustrated in the drawings. However, the invention can be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.

[0018] It should be noted that when a component is said to be "fixed to" another component, it can be directly on the other component or there may be an intervening component. When a component is said to be "connected to" another component, it can be directly connected to the other component or there may be an intervening component. The terms "vertical," "horizontal," "left," "right," and similar expressions used in this document are for illustrative purposes only.

[0019] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0020] To address the technical problem that existing ordinary rubber bearings cannot achieve automatic compensation for rebound displacement and are prone to fatigue failure, this invention provides a rebound displacement compensation device for bridge pier settlement bearings and its design method. By replacing the current ordinary rubber bearings with the designed rebound displacement compensation device, the technical problem of existing ordinary rubber bearings being unable to achieve automatic compensation for rebound displacement and being prone to fatigue failure is solved. Specifically, when a newly built bridge pier experiences creep settlement, the rebound displacement compensation device will compensate for most of the pier's settlement through a huge rebound force, thereby preventing vertical dislocation at the joint between the new and old bridge decks and thus preventing cracking and damage at the joint.

[0021] To facilitate understanding of the present invention, several embodiments are given below. However, the present invention can be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided so that the disclosure of the present invention will be more thorough and complete.

[0022] Example 1 Please see Figure 1 The diagram shows the design method of the bridge pier settlement support rebound displacement compensation device in the first embodiment of the present invention, including steps S101-S104: S101. Obtain the total spring stiffness k3 and, combined with the pressure P1 exerted on the trapezoidal cover plate before the pier sinks, calculate the initial information of the compensation device before the pier sinks. The initial information of the compensation device includes the initial vertical displacement h of the trapezoidal cover plate. 1y ; Obtain the creep settlement of bridge piers d The creep information of the compensation device after the pier settlement is obtained by calculating the pressure P2 on the trapezoidal cover plate after the settlement. The creep information of the compensation device includes the vertical displacement h of the trapezoidal cover plate after the settlement. 2y .

[0023] like Figure 2 As shown, based on the structures of the new and old bridges used in the widening project, the pressure P1 on the trapezoidal cover plate above the new bridge pier before its sinking is calculated using finite element simulation. In this embodiment, the compensation device includes two pairs of elastic elements, i.e., four symmetrically arranged springs are used. Therefore, when the forces are balanced, as... Figure 2 As shown, based on the static equilibrium condition of the isolating body, the relationship between the pressure R1 of the wedge-shaped slider and the trapezoidal cover plate corresponding to the single spring before sinking and the pressure P1 on the top of the trapezoidal cover plate before sinking, as well as the horizontal thrust R of the spring, can be obtained. 1x The relationships between the pressure P1 exerted on the trapezoidal cover plate before sinking and the pressure P1 are as follows: ; ; In the formula, f θ is the coefficient of friction; P1 is the pressure on the trapezoidal cover plate before sinking; θ is the angle between the inclined surface of the wedge slider and the horizontal plane, which is in contact with the trapezoidal cover plate; R1 is the pressure between the wedge slider and the trapezoidal cover plate corresponding to a single spring before sinking.

[0024] In the technical solution of this application, the spring stiffness of a single spring is k3 / n, where n ≥ 2 and is an even number. In this embodiment, since four symmetrically arranged springs constitute four elastic components and thus form two pairs of elastic units, the spring stiffness of each spring is k3 / 4. Under the pressure P1 acting on the trapezoidal cover plate before the pier sinks, the horizontal compression h of each spring before the pier sinks can be obtained. 1x For: h 1x =R 1x / (k3 / 4), correspondingly, the vertical displacement of the upper trapezoidal steel plate pier is equal to the initial vertical displacement h of the trapezoidal cover plate. 1y Specifically, the horizontal compression h of each spring before the bridge pier sinks. 1x The calculation formula is: ; In the formula, h 1x P1 represents the horizontal compression of each spring before the pier sinks; P2 represents the pressure on the trapezoidal cover plate before sinking; and k3 represents the total stiffness of the springs. f is the coefficient of friction.

[0025] Furthermore, the initial vertical displacement h of the trapezoidal cover plate 1y For: h 1y =h 1x ·tanθ; where θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and the inclined surface contacts the trapezoidal cover plate; h 1x This represents the horizontal compression of each spring before the bridge pier sinks.

[0026] S102, Based on the initial vertical displacement h of the trapezoidal cover plate 1y Vertical displacement h of the sinking trapezoidal cover plate 2y Obtain the upward displacement compensation amount Δh of the compensation device, and then compare it with the creep settlement of the bridge pier. d Obtain the actual settlement displacement of the bridge deck ( d -△h); based on the actual settlement displacement of the bridge deck ( d -△h) and the equivalent stiffness coefficient of the superstructure k 1. Calculate the stress ΔP of the compensating device support; obtain the settlement ratio ΔP / P based on the stress ΔP of the compensating device support and the preset original support stress P.

[0027] like Figure 3 As shown, when the bridge pier sinks by a displacement d, the pressure P2 on the trapezoidal cover plate after sinking can be obtained. Taking the wedge-shaped slider under the action of a single spring as the research object, according to the static equilibrium condition of the isolated body, the relationship between the pressure R2 of the wedge-shaped slider corresponding to the single spring and the trapezoidal cover plate after sinking and the pressure P2 on the trapezoidal cover plate after sinking, as well as the horizontal thrust R of the single spring, can be obtained. 2x The relationships between the pressure P2 on the top of the sunken trapezoidal cover and the pressure P2 are as follows: ; ; In the formula, P2 is the pressure on the trapezoidal cover plate after it sinks; θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and the inclined surface is in contact with the trapezoidal cover plate. f R1 is the coefficient of friction; R2 is the pressure between the wedge-shaped slider and the trapezoidal cover plate corresponding to a single spring after it sinks.

[0028] When the bridge pier sinks by a displacement d, the corresponding horizontal compression of the springs after the pier sinks is equal to the horizontal compression h of each spring before the pier sinks. 1x Reduced to the horizontal compression h of each spring after the pier sinks. 2x Correspondingly, the vertical displacement of the trapezoidal cover plate also changed: The horizontal compression h of each spring after the bridge pier sinks 2x The calculation formula is: ; In the formula, θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and the inclined surface contacts the trapezoidal cover plate; P2 is the pressure on the trapezoidal cover plate after it sinks; k3 is the total stiffness of the spring. f is the coefficient of friction.

[0029] Furthermore, the vertical displacement h of the sunken trapezoidal cover plate 2y The calculation formula is: h2y =h 2x ·tanθ; where θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and the inclined surface contacts the trapezoidal cover plate; h 2x This represents the horizontal compression of each spring after the bridge pier sinks.

[0030] Therefore, after the widened new bridge has been in use for a period of time, when the creep settlement displacement of the bridge pier is d, the upward displacement compensation amount Δh of the compensation device is: Δh = h 1y -h 2y In the formula, h 1y h represents the initial vertical displacement of the trapezoidal cover plate. 2y This represents the vertical displacement of the trapezoidal cover plate after sinking. From this, the actual settlement displacement of the bridge deck can be obtained. d -△h), therefore, combining the horizontal compression h of each spring before the pier sinks. 1x Initial vertical displacement h of the trapezoidal cover plate 1y The horizontal compression h of each spring before the bridge pier sinks 1x And the vertical displacement h of the trapezoidal cover plate after sinking 2y The calculation formula yields the stress ΔP at the support of the compensation device, where ΔP = P1 - P2. Furthermore, the relationship between the stress ΔP at the support of the compensation device and the actual settlement displacement is as follows: ; In the formula, k 1 represents the equivalent stiffness coefficient of the superstructure; d denoted as k3, representing the creep settlement of the bridge pier; k3 as the total spring stiffness; and Δh as the upward displacement compensation of the compensation device. The equivalent stiffness coefficient of the superstructure is also mentioned. k The calculation method for 1 is as follows: Based on the structure of the widened new bridge and the old bridge, a downward force F is applied to the upper part of the compensation device, and the displacement of the unit force application point along the vertical direction is obtained through finite element simulation. w Therefore, the equivalent stiffness coefficient k of the superstructure can be obtained, k = F / w .

[0031] S103. Determine whether the sinking ratio ΔP / P is less than the preset threshold.

[0032] If the sinking ratio ΔP / P is not less than the preset threshold, then adjust the stiffness of each spring to adjust the total stiffness k3 of the springs, and return to step S101 based on the adjusted total stiffness k3; if the sinking ratio ΔP / P is less than the preset threshold, then execute step S104. After the widened bridge has been in use for a period of time, the creep settlement of the bridge piers is d. According to existing specifications for pier settlement limits, the maximum settlement of the new bridge piers cannot exceed 10mm. Considering extreme cases, if the pier settles by 10mm, the pier settlement support rebound displacement compensation device must compensate for a displacement of more than 9mm to ensure that the actual settlement of the superstructure of the support is less than 1mm. Therefore, the superstructure of the bridge provided by the pier settlement support rebound displacement compensation device in this embodiment must be less than 10% of the pier settlement. Thus, in this embodiment, the preset threshold is 10%. When the settlement ratio ΔP / P is less than 10%, the pier settlement support rebound displacement compensation device provided by this embodiment meets the usage requirements.

[0033] The formula for calculating the subsidence ratio ΔP / P is as follows: ; In the formula, θ is the angle between the inclined surface of the wedge slider and the horizontal plane, and the inclined surface is in contact with the trapezoidal cover plate; f k is the coefficient of friction; k3 is the total stiffness of the spring; k 1 represents the equivalent stiffness coefficient of the superstructure, where the superstructure includes the bridge bearings and the main beam. The equivalent stiffness coefficient of the superstructure is the equivalent stiffness coefficient resulting from the combination of the bridge bearing stiffness and the main beam stiffness; P represents the preset original bearing stress, where: P = k 1 d , k 1 represents the equivalent stiffness coefficient of the superstructure. d ΔP represents the creep settlement of the bridge pier; ΔP represents the failure of the compensating device support.

[0034] S104. Output device information for the compensation device to design the compensation device.

[0035] As a specific example, the device information includes the total spring stiffness k3, the angle θ between the inclined surface and the horizontal plane in the wedge slider, and the coefficient of friction between the inclined surfaces. f .

[0036] Taking the widening of the deck of a new and old highway bridge in Jiangxi Province as an example, the application of the technical solution of this invention is explained. Specifically, the material mass, elastic modulus, and Poisson's ratio of the bridge's T-beams, deck paving structure, and reinforced concrete are obtained. Through finite element simulation calculation, the stiffness of the superstructure of the compensation device support is found to be 150.01 kN / mm, that is, the force required to generate a unit upward displacement is 150.01 kN / mm, which is the equivalent stiffness coefficient of the superstructure described above. k 1 = 150.01 kN / mm; Secondly, considering the actual results of widening the bridge deck of both the new and old bridges, the compensation device uses four springs to form four elastic components, with a total spring stiffness k3 = 6.5 kN / mm, and the angle between the inclined surface and the horizontal plane in the wedge-shaped slider... θ=25°, coefficient of friction f =0.17; Substituting the above data into the calculation formula for the subsidence ratio ΔP / P, we can obtain: Subsidence ratio ΔP / P = 9.74% < 10%, which meets the design requirements. Therefore, the above data is output as device information to prepare the compensation device.

[0037] In summary, the design method of the bridge pier settlement bearing rebound displacement compensation device in the above embodiments of the present invention solves the technical problem that ordinary rubber bearings cannot achieve automatic rebound displacement compensation and are prone to fatigue failure in the prior art by replacing the current ordinary rubber bearings with the designed bridge pier settlement bearing rebound displacement compensation device. Specifically, when a newly built bridge pier experiences creep settlement, the bridge pier settlement bearing rebound displacement compensation device will compensate for most of the settlement of the bridge pier through a huge rebound force, so as to avoid vertical dislocation at the joint between the new bridge deck and the old bridge deck, thereby preventing cracking and damage to the bridge deck at the joint.

[0038] Example 2 Please refer to Figures 4-5 The image shows a pier settlement bearing rebound displacement compensation device in the second embodiment of the present invention, used to connect the beam and the pier. The compensation device is implemented using the design method of the pier settlement bearing rebound displacement compensation device in the above embodiment. Specifically: The compensation device includes a base 500, at least one elastic unit disposed on the base 500, and a trapezoidal cover plate 100 disposed on the elastic unit. The elastic unit includes two elastic components, which are disposed opposite each other above the base 500 and connected by a connecting rod 400. Each elastic component includes a wedge-shaped slider 200 and at least one spring 300 connected to the wedge-shaped slider 200. The connecting rod 400 passes through the elastic component and is fixedly connected to one end of the spring 300. The other end of the spring 300 is connected to the wedge-shaped slider 200. The two wedge-shaped sliders 200 form a receiving space. The trapezoidal cover plate 100 is disposed in the receiving space and abuts against the inclined surface of the wedge-shaped slider 200 and is slidably connected to the inclined surface.

[0039] In this embodiment, the compensation device includes two elastic units, each of which includes four sets of elastic components. Each elastic component includes a spring 300. It can be understood that the compensation device in this embodiment includes four springs 300. Through the elasticity of the four springs 300 and the friction between the trapezoidal cover plate 100 and the wedge-shaped slider 200, the displacement compensation of the pier sinking support is achieved, thereby avoiding vertical dislocation at the joint between the new bridge deck and the old bridge deck and preventing cracking and damage to the bridge deck at the joint.

[0040] In the technical solution of the present invention, the spring 300 is arranged laterally, that is, the spring 300 laterally connects the wedge-shaped slider 200 and the connecting rod 400, mainly for the following reasons: Because the superstructure of the bridge pier support is quite heavy, directly installing the spring vertically between the pier and the bridge deck structure would cause the following problems: (a) the spring would not be able to withstand such a large pressure; (b) under the long-term action of this pressure, the spring would gradually creep and lose its original elastic force; (c) because the spring is required to have sufficient deformation and load-bearing capacity, it would have to have a large height and size, but an excessively tall spring would be detrimental to the installation of the support and safety. Therefore, in the technical solution of this invention, the spring 300 is arranged laterally.

[0041] In summary, the bridge pier settlement bearing rebound displacement compensation device in the above embodiments of the present invention replaces the current ordinary rubber bearing with a designed bridge pier settlement bearing rebound displacement compensation device, solving the technical problem that ordinary rubber bearings in the prior art cannot achieve automatic rebound displacement compensation and are prone to fatigue failure. Specifically, when a newly built bridge pier experiences creep settlement, the bridge pier settlement bearing rebound displacement compensation device will compensate for most of the pier's settlement through a huge rebound force, so as to avoid vertical dislocation at the joint between the new bridge deck and the old bridge deck, thereby preventing cracking and damage to the bridge deck at the joint.

[0042] In the description of this specification, references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0043] The embodiments described above are merely illustrative of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the present invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention. Therefore, the scope of protection of this patent should be determined by the appended claims.

Claims

1. A design method for a bridge pier settlement bearing rebound displacement compensation device, characterized in that, include: The total spring stiffness k3 is obtained, and combined with the pressure P1 on the trapezoidal cover plate before the pier sinks, the initial information of the compensation device before the pier sinks is calculated. The initial information of the compensation device includes the initial vertical displacement h of the trapezoidal cover plate. 1y ; Obtain the creep settlement of bridge piers d The creep information of the compensation device after the pier settlement is calculated by considering the pressure P2 on the trapezoidal cover plate after the settlement, and the creep information of the compensation device includes the vertical displacement h of the trapezoidal cover plate after the settlement. 2y ; Based on the initial vertical displacement h of the trapezoidal cover plate 1y Vertical displacement h of the sinking trapezoidal cover plate 2y Obtain the upward displacement compensation amount Δh of the compensation device, and then compare the upward displacement compensation amount Δh of the compensation device with the creep settlement amount of the bridge pier. d Obtain the actual settlement displacement of the bridge deck ( d -△h); based on the actual settlement displacement of the bridge deck ( d -△h) and the equivalent stiffness coefficient of the superstructure k 1. The stress ΔP at the support of the compensation device is calculated; The settlement ratio ΔP / P is obtained by comparing the support failure ΔP of the compensation device with the preset original support failure P. Determine whether the sinking ratio ΔP / P is less than a preset threshold; If not, adjust the stiffness of each spring to adjust the total spring stiffness k3, and return to the step of obtaining the total spring stiffness k3 based on the adjusted total spring stiffness k3, until the sink ratio ΔP / P is less than the preset threshold. Then, output the device information of the compensation device to design the compensation device. The device information includes the total spring stiffness k3, the angle θ between the inclined surface and the horizontal plane in the wedge slider, and the coefficient of friction between the inclined surfaces. f .

2. The design method for the bridge pier settlement bearing rebound displacement compensation device according to claim 1, characterized in that, Initial vertical displacement h of the trapezoidal cover plate 1y The calculation formula is: h 1y =h 1x ·tanθ; In the formula, θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and this inclined surface contacts the trapezoidal cover plate; h 1x This represents the horizontal compression of each spring before the bridge pier sinks.

3. The design method for the bridge pier settlement bearing rebound displacement compensation device according to claim 2, characterized in that, The horizontal compression h of each spring before the bridge pier sinks 1x The calculation formula is: ； In the formula, h 1x P1 represents the horizontal compression of each spring before the pier sinks; P2 represents the pressure on the trapezoidal cover plate before sinking; and k3 represents the total stiffness of the springs. f is the coefficient of friction.

4. The design method for the bridge pier settlement bearing rebound displacement compensation device according to claim 1, characterized in that, The formula for calculating the subsidence ratio ΔP / P is: ； In the formula, θ is the angle between the inclined surface of the wedge slider and the horizontal plane, and the inclined surface is in contact with the trapezoidal cover plate; f k is the coefficient of friction; k3 is the total stiffness of the spring; k 1 represents the equivalent stiffness coefficient of the superstructure, where the superstructure includes the bridge bearings and the main beam; P represents the pre-set original bearing failure; and ΔP represents the bearing failure of the compensation device.

5. The design method for the bridge pier settlement bearing rebound displacement compensation device according to claim 4, characterized in that, The formula for calculating the initial support stress P is: P= k 1 d In the formula, k 1 represents the equivalent stiffness coefficient of the superstructure; d This refers to the creep settlement of the bridge pier.

6. The design method for the bridge pier settlement bearing rebound displacement compensation device according to claim 5, characterized in that, The formula for calculating the stress ΔP at the support of the compensation device is: ； In the formula, k 1 represents the equivalent stiffness coefficient of the superstructure; d Let be the creep settlement of the bridge pier; k3 be the total stiffness of the spring; Δh be the upward displacement compensation of the compensation device, where: Δh = h 1y -h 2y In the formula, h 1y h represents the initial vertical displacement of the trapezoidal cover plate. 2y This represents the vertical displacement of the trapezoidal cover plate after it has sunk.

7. The design method for the bridge pier settlement bearing rebound displacement compensation device according to claim 1, characterized in that, Vertical displacement h of the trapezoidal cover after sinking 2y The calculation formula is: h 2y =h 2x ·tanθ; In the formula, θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and this inclined surface contacts the trapezoidal cover plate; h 2x This represents the horizontal compression of each spring after the bridge pier sinks.

8. The design method for the bridge pier settlement bearing rebound displacement compensation device according to claim 7, characterized in that, The horizontal compression h of each spring after the bridge pier sinks 2x The calculation formula is: ； In the formula, θ is the angle between the inclined surface of the wedge-shaped slider and the horizontal plane, and the inclined surface contacts the trapezoidal cover plate; P2 is the pressure on the trapezoidal cover plate after it sinks; k3 is the total stiffness of the spring. f is the coefficient of friction.

9. A bridge pier settlement bearing rebound displacement compensation device, used to connect the beam and the bridge pier, characterized in that, The compensation device is implemented using the design method of the bridge pier settlement support rebound displacement compensation device according to any one of claims 1-8. The compensation device includes a base, at least one elastic unit disposed on the base, and a trapezoidal cover plate disposed on the elastic unit. The elastic unit includes two elastic components, which are disposed opposite to each other above the base and connected by a connecting rod. The elastic component includes a wedge-shaped slider and at least one spring connected to the wedge-shaped slider. The connecting rod passes through the elastic component and is fixedly connected to one end of the spring, and the other end of the spring is connected to the wedge-shaped slider. The two wedge-shaped sliders form a receiving space, and the trapezoidal cover plate is disposed in the receiving space and abuts against the inclined surface of the wedge-shaped sliders and is slidably connected to the inclined surface.

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