A steel damper and a seismic-resistant bridge structure

Abstract

This invention belongs to the technical field of devices for bridge seismic resistance that require large displacement, isotropy, and high energy dissipation capacity, and particularly relates to a steel damper and a bridge seismic-resistant structure. The invention includes an energy dissipation component comprising two energy-dissipating steel bars. A force transmission component is disposed between the two adjacent ends of the two energy-dissipating steel bars. The force transmission component includes a sleeve and a tenon. The tenon is fitted inside the sleeve, and the tenon and sleeve are connected by a transmission mechanism. The tenon and sleeve are respectively connected to the two adjacent energy-dissipating steel bars. When relative displacement occurs at the two ends of the steel damper, the sleeve and tenon drive the deformation of the energy-dissipating steel bars at both ends through contact, providing the structure with large yield strength and high energy dissipation capacity. When the relative displacement at both ends is large, the two energy-dissipating steel bars undergo large plastic deformation, and the tenon slides along a groove within the sleeve, providing a larger displacement.

Description

Technical Field

[0001] This invention belongs to the field of bridge engineering technology, and in particular relates to a steel damper and a bridge seismic-resistant structure. Background Technology

[0002] Earthquakes are severe, sudden natural disasters that pose a serious threat to human civilization and social development. Energy dissipation and vibration reduction refer to the installation of additional dampers in structures or the design of certain non-load-bearing components as energy dissipation parts. Under seismic loading, dampers or energy dissipation parts can dissipate a large amount of seismic input energy through hysteretic deformation, thereby reducing damage and failure of structural components, controlling the structural response, and achieving seismic fortification goals.

[0003] Major earthquakes are becoming increasingly frequent worldwide. As earthquake intensity increases, higher demands are placed on the seismic resistance of bridges. In addition to reinforcing bridge piers, it is necessary to supplement them with isotropic energy dissipation devices that can provide large displacement and high energy dissipation capacity to improve energy dissipation. Summary of the Invention

[0004] To address the aforementioned problems in the existing technology, this invention provides a steel damper and a bridge seismic-resistant structure that can meet the requirements for high energy dissipation capacity during earthquakes.

[0005] To achieve the above objectives, the technical solution provided by the present invention is as follows:

[0006] In a first aspect, this application provides a steel damper, including an energy dissipation component. The energy dissipation component includes two energy dissipation steel bars. A force transmission component is provided between the two energy dissipation steel bars that are close to each other. The force transmission component includes a sleeve and a tenon. The tenon is sleeved inside the sleeve and is connected to the sleeve in a transmission manner. The tenon and the sleeve are respectively connected to the two energy dissipation steel bars that are opposite each other.

[0007] Optionally, mounting plates are provided on the energy-consuming steel bars at both ends of the energy-consuming component, and mounting bolts are provided on the mounting plates.

[0008] Optionally, the tenon and the sleeve fit tightly together and are transmitted through the contact pressure between them.

[0009] Optionally, an anti-detachment component is provided between the sleeve and the tenon to prevent the tenon from separating from the sleeve.

[0010] Optionally, the anti-detachment component includes a pin on the tenon, and the sleeve is provided with a groove, the pin being inserted into the groove and slidably connected to the side wall of the groove.

[0011] Optionally, tenons protrude from both ends of the pin, and grooves corresponding to the pin are provided on both sides of the sleeve.

[0012] Optionally, the energy-consuming component includes two energy-consuming steel bars, namely an upper energy-consuming steel bar and a lower energy-consuming steel bar. A force transmission component is provided between the upper energy-consuming steel bar and the lower energy-consuming steel bar. The force transmission component includes a sleeve and a tenon. One end of the tenon is connected to the lower energy-consuming steel bar, and the other end of the tenon is sleeved in the sleeve. The tenon and the sleeve are connected by a transmission mechanism. The end of the sleeve away from the tenon is connected to the upper energy-consuming steel bar.

[0013] Optionally, the diameter of the energy-consuming steel bar is smaller than the diameter of the tenon.

[0014] Optionally, the two energy-consuming steel bars are of the same size.

[0015] Secondly, this application also provides a bridge seismic-resistant structure, in which the aforementioned steel damper and friction pendulum bearing are jointly arranged between the bottom of the beam and the top of the pier: when a friction pendulum bearing with shear pins is arranged between the top of the pier and the bottom of the beam, both ends of the steel damper are fixedly connected to the top of the pier and the bottom of the beam, respectively; when a friction pendulum bearing without shear pins is arranged between the top of the pier and the bottom of the beam, one end of the steel damper is fixedly connected to the top of the pier, and the other end is slidably connected to the bottom of the beam.

[0016] Optionally, multiple sets of steel dampers are installed between the pier top and the beam bottom, and these sets of steel dampers are arranged in a rectangular or ring shape.

[0017] Compared with the prior art, this application has at least the following beneficial effects:

[0018] The bending stiffness of the energy-dissipating steel bar in this invention is lower than that of the sleeve and tenon in the force transmission component. When the two ends of the steel damper are installed experience relative horizontal displacement, the sleeve and tenon drive the energy-dissipating steel bars at both ends of the force transmission component to deform through contact pressure, providing the structure with large yield strength and strong energy dissipation capacity. The sleeve and tenon can also slide. When the two ends of the steel damper installation position experience large relative displacement, the two energy-dissipating steel bars above and below the force transmission component undergo large plastic deformation, and the tenon slides along the groove within the sleeve, providing a large displacement. By designing energy-dissipating steel bars of the same size, the deformation of the upper and lower energy-dissipating bars is basically consistent and coordinated, and the elastic-plastic deformation process is highly controllable. The steel damper in this application has a simple structure, facilitating production, installation, inspection, and replacement.

[0019] This device is used in conjunction with friction pendulum bearings to adapt to the isotropic and large displacement requirements of friction pendulum bearings, and the number can be increased as needed to meet the vibration reduction and energy dissipation requirements of different bridges. Attached Figure Description

[0020] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0021] Figure 1 This is a schematic diagram of the structure of a steel damper according to Embodiment 2 of this application;

[0022] Figure 2 This is an assembly drawing of a steel damper according to Embodiment 2 of this application;

[0023] Figure 3 For the design dimensions of steel damper A or B;

[0024] Figure 4 This is a graph showing the experimental hysteresis curve results of steel damper A in this application;

[0025] Figure 5 This is a graph showing the experimental hysteresis curve results of steel damper B in this application;

[0026] Figure 6 This is a schematic diagram showing the deformation results of steel dampers A and B during the experimental process in this application;

[0027] Figure 7 The experimental hysteresis curve and finite element simulation hysteresis curve of the steel damper A in this application are shown.

[0028] Figure 8 The experimental hysteresis curve and finite element simulation hysteresis curve of steel damper B in this application are shown.

[0029] Figure 9 This is a structural schematic diagram of the seismic-resistant structure of the bridge in this application;

[0030] Figure 10 for Figure 9 Schematic diagram of the mid-section;

[0031] Explanation of reference numerals in the attached figures:

[0032] 1. Upper energy-dissipating steel bar; 2. Lower energy-dissipating steel bar; 3. Force transmission component; 31. Sleeve; 311. Slide groove; 32. Tenon; 33. Pin; 4. Mounting plate; 41. Mounting bolt; 5. Beam bottom; 6. Pier top; 7. Longitudinal slide groove; 8. Sliding plate. Detailed Implementation

[0033] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. The following description of at least one exemplary embodiment is merely illustrative and is in no way intended to limit this application or its application or use.

[0034] Example 1

[0035] A steel damper includes an energy dissipation component, which comprises two energy dissipation steel bars. A force transmission component 3 is provided between the two energy dissipation steel bars that are close to each other. The force transmission component 3 includes a sleeve 31 and a tenon 32. The tenon 32 is fitted inside the sleeve 31 and is connected to the sleeve 31 by transmission. The tenon 32 and the sleeve 31 are respectively connected to two adjacent energy dissipation steel bars.

[0036] A steel damper is installed between the bottom of the beam and the top of the pier. When the top of the beam and the top of the pier are relatively displaced, the sleeve 31 and the tenon 32 drive the upper energy-dissipating steel bar 1 and the lower energy-dissipating steel bar 2 to deform through contact pressure, providing the structure with strong yield resistance and energy dissipation.

[0037] Example 2

[0038] like Figures 1-2 As shown, the difference between this embodiment and Embodiment 1 is that the energy-dissipating component includes two energy-dissipating steel bars, namely an upper energy-dissipating steel bar 1 and a lower energy-dissipating steel bar 2. A force transmission component 3 is provided between the upper energy-dissipating steel bar 1 and the lower energy-dissipating steel bar 2. The force transmission component 3 includes a sleeve 31 and a tenon 32. One end of the tenon 32 is connected to the lower energy-dissipating steel bar 2, and the other end of the tenon 32 is fitted inside the sleeve 31. The tenon 32 and the sleeve 31 are connected by a transmission mechanism. The end of the sleeve 31 away from the tenon 32 is connected to the upper energy-dissipating steel bar 1. The diameter of the energy-dissipating steel bar is smaller than the diameter of the tenon 32. The two energy-dissipating steel bars are exactly the same size, and their yield strength and deformation capacity are also exactly the same. The deformation of the upper energy-dissipating steel bar 1 and the lower energy-dissipating steel bar 2 remains coordinated during their yielding energy dissipation process, and the shape of the elastoplastic deformation process is highly controllable.

[0039] Mounting plates 4 are fixedly connected to the energy-consuming steel bars (upper energy-consuming steel bar 1 and lower energy-consuming steel bar 2) at both ends of the energy-consuming component. Mounting bolts 41 are provided on the mounting plates 4, and the mounting plates 4 are fixed to the bottom of the beam and the top of the pier respectively by the mounting bolts 41.

[0040] The tenon 32 and the sleeve 31 fit tightly together, and the transmission between them is achieved through contact pressure. The sleeve 31 and the tenon 32 in contact with the sleeve 31 are the contact force transmission parts on the upper and lower sides of the device. Since the diameters of the upper energy-dissipating steel rod 1 and the lower energy-dissipating steel rod 2 are small, their bending stiffness is much smaller than that of the sleeve 31 and the tenon 32. When the mounting plates 4 on the upper and lower sides undergo relative displacement, the sleeve 31 and the tenon 32 drive the upper energy-dissipating steel rod 1 and the lower energy-dissipating steel rod 2 to deform through contact pressure, providing yield resistance and energy dissipation for the structure.

[0041] An anti-detachment component is provided between the sleeve 31 and the tenon 32 to prevent the tenon 32 from separating from the sleeve 31. In this embodiment, the anti-detachment component includes a pin 33 disposed on the tenon 32, and a groove 311 is provided on the sleeve 31. The groove 311 is arranged longitudinally along the sleeve 31, and the pin 33 is inserted into the groove 311 and slidably connected to the side wall of the groove 311. Both ends of the pin 33 protrude from the tenon 32, and grooves 311 corresponding to the pin 33 are provided on both sides of the sleeve 31.

[0042] The sleeve 31 and tenon 32 have a bending stiffness much greater than that of the energy-dissipating steel rods. They maintain elasticity and hardly deform during the elastoplastic deformation of the upper and lower energy-dissipating steel rods 1 and 2. The sleeve 31 and tenon 32 transmit force through contact, causing the upper and lower energy-dissipating steel rods to bear force. At the same time, the sleeve 31 and tenon 32 can slide. When the mounting plates 4 on the upper and lower sides undergo a relatively large horizontal displacement, the upper energy-dissipating steel rods 1 and 2 undergo significant plastic deformation. The sliding of the tenon 32 within the sleeve 31 and the sliding of the pin 33 within the groove 311 of the sleeve 31 allow the device to generate a large displacement. When the steel damper reaches its maximum displacement, the pin 33 engages at the end of the groove 311 on the sleeve 31, ensuring that the sleeve 31 and tenon 32 do not disengage, providing a certain limiting effect.

[0043] Based on Q235 ordinary steel Figure 3 Taking dimensions as an example, two sets of steel dampers, A and B, were designed. The groove length of the sleeve of steel damper B (88mm) is 12mm shorter than the groove length of the sleeve of steel damper A (100mm), while the rest are identical. Testing was conducted using a push-pull reciprocating loading device; this is a standard experimental device in this field, comprising an actuator, an upper frame, and a lower frame. The actuator is equipped with a force sensor and a displacement sensor, which are connected to the upper frame and move in tandem. The lower frame remains stationary. The steel damper is connected between the upper and lower frames.

[0044] The loading regime of steel damper A is as follows: 1. Force is applied up to 25kN; 2. 5 cycles of loading are applied to 55mm, 110mm and 220mm respectively. When the second cycle of loading to 220mm is about to end, the bottom of the upper energy-dissipating steel bar breaks about 2.5cm from the top plate.

[0045] The loading regime for steel damper B is as follows: 1. Load the force to 25kN; 2. Load 3 times each at 40mm, 80mm, 120mm, 160mm, and 200mm; 3. Control the loading according to a force of 85kN. When the loading reaches the third step, the bottom of the upper energy-consuming steel bar breaks at a point about 4.5cm from the top plate.

[0046] The hysteresis curves of steel dampers A and B in the experiment (e.g.) Figure 4 , Figure 5 It can be seen that under both loading regimes, the hysteresis curves of steel dampers A and B are relatively full, indicating strong displacement capacity. The deformation results of the steel dampers in the experiment are as follows: Figure 6 As shown.

[0047] Comparison of finite element and experimental data for steel dampers A and B (e.g.) Figure 7 , Figure 8 It can be seen that the experiment and the finite element analysis are in good agreement overall, indicating that the finite element method can accurately reflect the experiment. This invention has large displacement and strong energy dissipation capacity.

[0048] Secondly, this application also provides a bridge seismic structure in which the above-mentioned steel dampers and friction pendulum bearings are arranged together between the bottom 5 of the beam and the top 6 of the pier: (1) When a friction pendulum bearing with shear pins set in the longitudinal direction of the bridge and which performs the function of a fixed bearing under normal conditions is used, the steel dampers are directly installed between the bottom 5 of the beam and the top 6 of the pier. Multiple sets of steel dampers can be set, and multiple sets of steel dampers can be arranged in a ring or a rectangle. The isotropic properties of the steel damper group are determined by the circular cross section of the tenon, the large displacement is dominated by the sliding of the sleeve 31 and the tenon 32, and the overall energy dissipation capacity of the steel damper group is the energy dissipation capacity of a single set of steel dampers multiplied by the number of sets used; the isotropic, large displacement, and high energy dissipation properties are not affected by the arrangement of the steel dampers; (2) When a friction pendulum bearing that needs to adapt to the longitudinal temperature displacement of the bridge under normal conditions is affected by temperature, such as Figure 9-10 As shown, the mounting base plate of the steel damper is fixed to the pier top 6, and a longitudinal groove 7 with a longitudinal gap is provided on the beam bottom 5. The top mounting plate 4 is slidably connected to the longitudinal groove 7 through a sliding plate 8. Transverse baffles are provided at both ends of the longitudinal groove 7 to limit the sliding plate 8. In this case, the longitudinal gap adapts to daily deformation requirements such as temperature. When a large displacement is required due to an earthquake, the sliding plate 8 (mounting plate 4) is driven by the transverse baffles at the ends of the longitudinal groove 7. Displacement requirements in any direction can be decomposed into longitudinal and transverse displacement requirements. The connection and installation method between the longitudinal groove 7 with the gap and the beam bottom 5 does not affect the isotropic properties of the tenon damper group.

[0049] In the description of this application, it should be noted that, unless otherwise expressly specified and limited, the terms "installation," "connection," and "linking" 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 between two components. Those skilled in the art will understand the specific meaning of the above terms in this application based on the specific circumstances.

[0050] The above description is only a preferred embodiment of this application. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the technical principles of this application, and these improvements and modifications should also be considered within the scope of protection of this application.

Claims

1. A steel damper, characterized in that, The energy dissipation component comprises two energy dissipation steel bars, and a force transmission component is arranged between the two ends of the two energy dissipation steel bars which are close to each other, the force transmission component comprises a sleeve and a tenon, the tenon is sleeved in the sleeve, and the tenon and the sleeve are transmissionally connected, and the tenon and the sleeve are respectively connected to the two energy dissipation steel bars which are opposite to each other; A separation prevention component is arranged between the tenon and the sleeve to prevent the tenon from separating from the sleeve; The separation prevention component comprises a pin shaft arranged on the tenon, a sliding groove is arranged on the sleeve, and the pin shaft is inserted into the sliding groove and is slidingly connected to the side wall of the sliding groove; The energy dissipation steel bars are in the shape of a circular truncated cone, the cross sections of the two ends of the two energy dissipation steel bars which are close to each other are of the same size, the cross sections of the two ends of the two energy dissipation steel bars which are far away from each other are of the same size, and the generatrix between the two cross sections of the energy dissipation steel bar is a straight line; In the vertical direction, a gap is left between the top of the inner wall of the tenon and the sleeve.

2. Steel damper according to claim 1, characterized in that Mounting plates are arranged on the energy dissipation steel bars at the two ends of the energy dissipation component, and mounting bolts are arranged on the mounting plates.

3. Steel damper according to claim 1, characterized in that The tenon and the sleeve are closely attached to each other and are transmissionally connected through the contact pressure therebetween.

4. Steel damper according to claim 1, characterized in that The pin shaft penetrates out of the tenon at both ends, and the sliding grooves corresponding to the pin shaft are arranged on the two sides of the sleeve.

5. The steel damper of claim 1, wherein, The energy dissipation component comprises two energy dissipation steel bars, the two energy dissipation steel bars comprise an upper energy dissipation steel bar and a lower energy dissipation steel bar, a force transmission component is arranged between the upper energy dissipation steel bar and the lower energy dissipation steel bar, the force transmission component comprises a sleeve and a tenon, one end of the tenon is connected to the lower energy dissipation steel bar, the other end of the tenon is sleeved in the sleeve, the tenon and the sleeve are transmissionally connected, and the end of the sleeve which is far away from the tenon is connected to the upper energy dissipation steel bar.

6. The steel damper of claim 1, wherein, The diameter of the energy dissipation steel bar is smaller than the diameter of the tenon.

7. The steel damper of claim 1, wherein The two energy dissipation steel bars are of the same size.

8. A seismic bridge structure, characterized by, The steel damper and the friction pendulum bearing are jointly arranged between the beam bottom and the pier top, the steel damper is fixedly connected to the pier top and the beam bottom at the two ends thereof when the friction pendulum bearing with a shear pin is arranged between the pier top and the beam bottom, and the steel damper is fixedly connected to the pier top at one end and is slidingly connected to the beam bottom at the other end when the friction pendulum bearing without a shear pin is arranged between the pier top and the beam bottom.

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