Steel damper and bridge anti-seismic structure

Abstract

The invention belongs to the technical field of devices with large displacement, isotropy and high energy dissipation capacity in bridge seismic resistance, and particularly relates to a steel damper and a bridge seismic structure. The energy dissipation device comprises an energy dissipation assembly, the energy dissipation assembly comprises two energy dissipation steel bars, a force transmission assembly is arranged between the two ends, close to each other, of the two up-down opposite energy dissipation steel bars, the force transmission assembly comprises a sleeve and a tenon, the tenon is arranged in the sleeve in a sleeved mode, the tenon is in transmission connection with the sleeve, and the tenon and the sleeve are connected to the two up-down opposite energy dissipation steel bars respectively. When the two ends where the steel damper is installed generate relative displacement, the sleeve and the tenon make contact to drive the energy dissipation steel bars at the two ends to deform, and large yield capacity and high energy dissipation capacity are provided for the structure. When the relative displacement of the two ends is large, the two energy dissipation steel bars have large plastic deformation, the tenons slide in the sleeves along the sliding grooves, and large displacement can be provided.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge engineering, and in particular relates to a steel damper and a bridge seismic resistant structure. Background Art

[0002] Earthquakes are a serious, sudden natural disaster that poses a serious threat to human civilization and social development. Energy dissipation and shock absorption refers to installing additional dampers in the structure or designing certain non-load-bearing components as energy dissipation components. Under the action of an earthquake, dampers or energy dissipation components can consume a large amount of earthquake input energy through hysteresis deformation, thereby reducing the damage and destruction of the structural components themselves, controlling the response of the structure, and achieving the goal of earthquake resistance.

[0003] There are more and more major earthquakes in the world. As the intensity of earthquakes increases, higher requirements are placed on the seismic resistance of bridges. While strengthening bridge piers, it is necessary to supplement isotropic energy dissipation devices that can provide large displacement and large energy dissipation capacity to improve energy dissipation capacity. Summary of the invention

[0004] In view of the above problems existing in the prior art, the present invention provides a steel damper and a bridge seismic resistant structure, which can meet the demand for high energy dissipation capacity in earthquake resistance.

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

[0006] In the first aspect, the present application provides a steel damper, including an energy-absorbing component, the energy-absorbing component including two energy-absorbing steel rods, a force transmission component is arranged between the two ends of the two energy-absorbing steel rods that are opposite to each other, the force transmission component includes a sleeve and a tenon, the tenon is sleeved in the sleeve, the tenon and the sleeve are transmission-connected, and the tenon and the sleeve are respectively connected to the two energy-absorbing steel rods that are opposite to each other.

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

[0008] Optionally, the tenon and the sleeve fit tightly together, and transmission is achieved through contact pressure between the two.

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

[0010] Optionally, the anti-slip assembly includes a pin shaft arranged on the tenon, a slide groove is arranged on the sleeve, the pin shaft is inserted in the slide groove and is slidably connected to the side wall of the slide groove.

[0011] Optionally, tenons are extended from both ends of the pin shaft, and sliding grooves corresponding to the pin shaft are arranged on both sides of the sleeve.

[0012] Optionally, the energy-absorbing component includes two energy-absorbing steel rods, the two energy-absorbing steel rods include an upper energy-absorbing steel rod and a lower energy-absorbing steel rod, a force transmission component is arranged between the upper energy-absorbing steel rod and the lower energy-absorbing steel rod, the force transmission component includes a sleeve and a tenon, one end of the tenon is connected to the lower energy-absorbing steel rod, the other end of the tenon is sleeved in the sleeve, the tenon and the sleeve are transmission-connected, and the end of the sleeve away from the tenon is connected to the upper energy-absorbing steel rod.

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

[0014] Optionally, the two energy-absorbing steel bars have the same size.

[0015] On the second aspect, the present application also provides a bridge seismic-resistant structure, in which the above-mentioned 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 a shear pin arranged thereon is arranged between the pier top and the bottom of the beam, the two ends of the steel damper are fixedly connected to the pier top and the bottom of the beam respectively; when a friction pendulum bearing without a shear pin arranged thereon is arranged between the pier top and the bottom of the beam, one end of the steel damper is fixedly connected to the pier top, and the other end is slidably connected to the bottom of the beam.

[0016] Optionally, multiple groups of steel dampers are provided between the pier top and the beam bottom, and the multiple groups 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-absorbing steel rod of the present invention is smaller than the bending stiffness of the sleeve and tenon in the force transmission assembly. When the two ends of the steel damper installation undergo relative horizontal displacement, the sleeve and the tenon drive the energy-absorbing steel rods at both ends of the force transmission assembly to deform through contact pressure, providing the structure with a large yield capacity and strong energy-absorbing capacity. The sleeve and the tenon can also slide. When the two ends of the steel damper installation position undergo a large relative displacement, the upper and lower energy-absorbing steel rods of the force transmission assembly undergo a large plastic deformation, and the tenon slides along the slide groove in the sleeve, which can provide a large displacement. By designing energy-absorbing steel rods of the same size, the deformation of the upper and lower energy-absorbing rods is basically consistent and coordinated, and the elastic-plastic deformation process is highly controllable. The steel damper in the present application has a simple structure, which is convenient for production, installation, detection and replacement.

[0019] This device is used in conjunction with a friction pendulum bearing to adapt to the isotropy and large displacement requirements of the friction pendulum bearing, and the number can be increased as needed to meet the shock absorption and energy consumption requirements of different bridges. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0021] Figure 1 This is a schematic structural diagram of a steel damper according to Example 2 of the present application;

[0022] Figure 2 An assembly diagram of a steel damper according to Example 2 of the present application;

[0023] Figure 3 Design dimension drawing of steel damper A or B;

[0024] Figure 4 This is the experimental hysteresis curve result diagram of the steel damper A in this application;

[0025] Figure 5 This is the experimental hysteresis curve result diagram of steel damper B in this application;

[0026] Figure 6 It is a schematic diagram of the deformation results of the steel dampers A and B during the experiment in this application;

[0027] Figure 7 The test hysteresis curve and finite element simulation hysteresis curve of the steel damper A in this application;

[0028] Figure 8 The hysteresis curve of the steel damper B test and the finite element simulation hysteresis curve in this application;

[0029] Fig. 9 This is a schematic diagram of the structure of the seismic resistant structure of the bridge in this application;

[0030] Fig.10 for Fig. 9 Schematic diagram of the structure in the middle section;

[0031] Description of reference numerals:

[0032] 1. Upper energy dissipation steel rod; 2. Lower energy dissipation steel rod; 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 DESCRIPTION

[0033] The following will be combined with the drawings in the embodiments of the present application to clearly and completely describe the technical solutions in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. The following description of at least one exemplary embodiment is actually only illustrative and is by no means intended to limit the present application and its application or use.

[0034] Example 1

[0035] A steel damper includes an energy-absorbing component, which includes two energy-absorbing steel bars. A force transmission component 3 is arranged between the two ends of the two energy-absorbing steel bars that are opposite to each other. The force transmission component 3 includes a sleeve 31 and a tenon 32. The tenon 32 is sleeved in the sleeve 31. The tenon 32 is transmission-connected to the sleeve 31. The tenon 32 and the sleeve 31 are respectively connected to the two adjacent energy-absorbing steel bars.

[0036] The steel damper is set 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 dissipation steel rod 1 and the lower energy dissipation steel rod 2 to deform through contact pressure, providing strong yield resistance and energy dissipation for the structure.

[0037] Example 2

[0038] like Figure 1-Figure 2 As shown, the difference between this embodiment and embodiment 1 is that the energy dissipation assembly includes two energy dissipation steel bars, the two energy dissipation steel bars include an upper energy dissipation steel bar 1 and a lower energy dissipation steel bar 2, a force transmission assembly 3 is arranged between the upper energy dissipation steel bar 1 and the lower energy dissipation steel bar 2, and the force transmission assembly 3 includes a sleeve 31 and a tenon 32. One end of the tenon 32 is connected to the lower energy dissipation steel bar 2, and the other end of the tenon 32 is sleeved in the sleeve 31, and the tenon 32 is transmission-connected with the sleeve 31, and the end of the sleeve 31 away from the tenon 32 is connected to the upper energy dissipation steel bar 1. The diameter of the energy dissipation steel bar is smaller than the diameter of the tenon 32, the two energy dissipation steel bars are exactly the same in size, and the yield force and deformation capacity are also exactly the same. The deformation of the upper energy dissipation steel bar 1 and the lower energy dissipation steel bar 2 is coordinated during their yielding and energy dissipation process, and the morphology of the elastic-plastic deformation process is highly controllable.

[0039] The energy absorbing steel bars (upper energy absorbing steel bar 1 and lower energy absorbing steel bar 2) at both ends of the energy absorbing assembly are fixedly connected with mounting plates 4, which are provided with mounting bolts 41, and the mounting plates 4 are respectively fixed to the bottom of the beam and the top of the pier by the mounting bolts 41.

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

[0041] An anti-slip assembly is provided between the sleeve 31 and the tenon 32 to prevent the tenon 32 from being detached from the sleeve 31. In this embodiment, the anti-slip assembly includes a pin 33 provided on the tenon 32, a slide groove 311 is provided on the sleeve 31, and the slide groove 311 is provided along the longitudinal direction of the sleeve 31. The pin 33 is inserted into the slide groove 311 and is slidably connected to the side wall of the slide groove 311. Both ends of the pin 33 pass through the tenon 32, and both sides of the sleeve 31 are provided with slide grooves 311 corresponding to the pin 33.

[0042] The bending rigidity of the sleeve 31 and the tenon 32 is much greater than that of the energy-absorbing steel bar. They maintain elasticity and are almost not deformed during the elastic-plastic deformation of the upper energy-absorbing steel bar 1 and the lower energy-absorbing steel bar 2. The sleeve 31 and the tenon 32 transmit force through contact, so that the upper and lower energy-absorbing steel bars are stressed; at the same time, the sleeve 31 and the tenon 32 can slide. When the relative horizontal displacement of the mounting plates 4 on the upper and lower sides is relatively large, the upper energy-absorbing steel bar 1 and the lower energy-absorbing steel bar 2 undergo large plastic deformation, and the sliding of the tenon 32 in the sleeve 31 and the sliding of the pin 33 in the sliding groove 311 of the sleeve 31 can cause the device to produce a large displacement. When the steel damper reaches the maximum displacement, the pin 33 is stuck at the end of the sliding groove 311 on the sleeve 31 to ensure that the sleeve 31 and the tenon 32 do not separate, providing a certain limiting effect.

[0043] Q235 ordinary steel Figure 3 Taking the size as an example, two sets of steel dampers A and B are designed. The length of the slide groove of the sleeve of steel damper B (88mm) is 12mm shorter than the length of the slide groove on the sleeve of steel damper A (100mm), and the rest are the same. Tested by push-pull reciprocating loading device; the push-pull reciprocating loading device is a conventional experimental equipment in this field, and the push-pull reciprocating loading device includes an actuator, an upper frame and a lower frame; the actuator is equipped with a force sensor and a displacement sensor, and is connected to the upper frame for coordinated movement; the lower frame is fixed; the steel damper is connected between the upper frame and the lower frame.

[0044] The loading system of steel damper A is as follows: 1. Loading force to 25kN; 2. Loading 5 circles for 55mm, 110mm, and 220mm respectively. When the second circle of loading to 220mm is about to end, the bottom of the upper energy-absorbing steel rod breaks about 2.5cm away from the top plate;

[0045] The loading system of steel damper B is: 1. Load to 25kN; 2. Load 3 circles at 40mm, 80mm, 120mm, 160mm and 200mm respectively; 3. Control the loading according to the 85kN force. When loading to the third step, the bottom of the upper energy-absorbing steel rod breaks about 4.5cm away from the top plate.

[0046] The hysteresis curves of steel damper A and steel damper B in the experiment (such as Figure 4 , Figure 5 ) It can be seen that under the two loading systems, the hysteresis curves of steel damper A and steel damper B are relatively full and have strong displacement capacity. The deformation results of the steel damper in the experiment are as follows: Figure 6 shown.

[0047] Comparison of finite element and experimental data of steel dampers A and B (e.g. Figure 7 , Figure 8 ) It can be seen that the experiment and the finite element analysis are generally consistent with each other, which shows that the finite element can accurately reflect the test and the present invention has large displacement and strong energy consumption capacity.

[0048] On the second aspect, the present application also provides a bridge seismic structure, in which the above-mentioned steel damper and friction pendulum bearing are jointly arranged between the bottom of the beam 5 and the top of the pier 6: (1) For the friction pendulum bearing that is provided with shear pins in the longitudinal direction of the bridge and serves as a fixed bearing under normal circumstances, the steel damper is directly installed between the bottom of the beam 5 and the top of the pier 6. Multiple groups of steel dampers can be provided, and the multiple groups of steel dampers can be arranged in a ring or rectangular shape. 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 properties such as isotropy, large displacement, and high energy dissipation are not affected by the arrangement of the steel dampers; (2) For friction pendulum bearings that are affected by temperature and need to adapt to the longitudinal temperature displacement of the bridge under normal circumstances, such as Figure 9-10 As shown, the installation base plate of the steel damper is fixed on the pier top 6, and a longitudinal slot 7 with a longitudinal gap is set on the beam bottom 5. The top installation plate 4 is connected to the longitudinal slot 7 by sliding through the sliding plate 8. The two ends of the longitudinal slot 7 are provided with transverse baffles to limit the sliding plate 8. In this case, the longitudinal gap adapts to the daily deformation requirements such as temperature. When the earthquake requires a large displacement, the sliding plate 8 (installation plate 4) is driven by the transverse baffle at the end of the longitudinal slot 7. The displacement requirements in any direction can be decomposed into longitudinal and transverse displacement requirements. The connection and installation method of the longitudinal slot 7 with a gap and the beam bottom 5 does not affect the isotropic nature of the tenon damper group.

[0049] In the description of this application, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood by specific circumstances.

[0050] The above is only a preferred implementation of the present application. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the technical principles of the present application. These improvements and modifications should also be regarded as the scope of protection of the present application.

Claims

1. A steel damper, characterized in that: It includes an energy-absorbing component, which includes two energy-absorbing steel bars. A force transmission component is arranged between the two ends of the two energy-absorbing steel bars which are opposite to each other. The force transmission component includes a sleeve and a tenon. The tenon is sleeved in the sleeve, and the tenon is connected to the sleeve by transmission. The tenon and the sleeve are respectively connected to the two energy-absorbing steel bars which are opposite to each other.

2. The steel damper according to claim 1, characterized in that The energy-absorbing steel bars at both ends of the energy-absorbing component are provided with mounting plates, and the mounting plates are provided with mounting bolts.

3. The steel damper according to claim 1, characterized in that The tenon and the sleeve are tightly fitted and transmission is carried out through contact pressure between the two.

4. The steel damper according to claim 1, characterized in that An anti-slip component is arranged between the sleeve and the tenon to prevent the tenon from detaching from the sleeve.

5. The steel damper according to claim 4, characterized in that The anti-slip assembly includes a pin shaft arranged on the tenon, a slide groove is arranged on the sleeve, the pin shaft is inserted in the slide groove and is slidably connected with the side wall of the slide groove.

6. The steel damper according to claim 1, characterized in that Tenons are inserted from both ends of the pin shaft, and sliding grooves corresponding to the pin shaft are arranged on both sides of the sleeve.

7. The steel damper according to claim 1, characterized in that The energy-absorbing component includes two energy-absorbing steel bars, and the two energy-absorbing steel bars include an upper energy-absorbing steel bar and a lower energy-absorbing steel bar. A force transmission component is arranged between the upper energy-absorbing steel bar and the lower energy-absorbing steel bar. The force transmission component includes a sleeve and a tenon. One end of the tenon is connected to the lower energy-absorbing steel bar, and the other end of the tenon is sleeved in the sleeve. The tenon and the sleeve are transmission-connected, and the end of the sleeve away from the tenon is connected to the upper energy-absorbing steel bar.

8. The steel damper according to claim 1, characterized in that The diameter of the energy-absorbing steel rod is smaller than the diameter of the tenon.

9. The steel damper according to claim 1, characterized in that The two energy dissipation steel bars have the same dimensions.

10. A bridge seismic structure, characterized in that: The steel damper and the friction pendulum bearing according to any one of claims 1 to 9 are jointly arranged between the bottom of the beam and the top of the pier: when a friction pendulum bearing with a shear pin arranged thereon is arranged between the pier top and the bottom of the beam, the two ends of the steel damper are fixedly connected to the pier top and the bottom of the beam respectively; when a friction pendulum bearing without a shear pin arranged thereon is arranged between the pier top and the bottom of the beam, one end of the steel damper is fixedly connected to the pier top, and the other end is slidably connected to the bottom of the beam.

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