CN107345386A - A kind of key-type damping unit - Google Patents
A kind of key-type damping unit Download PDFInfo
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- CN107345386A CN107345386A CN201710359438.2A CN201710359438A CN107345386A CN 107345386 A CN107345386 A CN 107345386A CN 201710359438 A CN201710359438 A CN 201710359438A CN 107345386 A CN107345386 A CN 107345386A
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- bridge
- arm
- damping unit
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention provides a kind of damping unit, including the principal arm of direction across bridge, along bridge to transverse arm and direction across bridge side arm.Principal arm both ends and transverse arm are affixed, transverse arm both ends are again affixed with side arm, the midpoint of principal arm is connected with bridge substructure, the end of four side arms is connected with bridge superstructure, Bridges During Earthquake superstructure and the suitable bridge that substructure occurs to and the relative displacement of direction across bridge can be plastically deformed device.The present invention devises a kind of new key-type damping unit, can realize occur between pier beam along bridge to or the purpose that consumes energy during direction across bridge relative displacement, can prevent strain from concentrating and extremely low cycle fatigue destruction occurs.
Description
Technical field
The present invention relates to the damping unit designed for continuous bridge beam bridge structural damping.
Background technology
After Wenchuan earthquakes in 2008, Bridges in Our Country earthquake resistant design code introduces the antidetonation that the more levels of two benches are set up defences and set
Count principle, it is desirable to which bridge structure has corresponding earthquake protection ability under rarely occurred earthquake effect.In order to improve multispan continuous bridge
The structure entirety anti-seismic performance of beam bridge, damping device are a kind of conventional Aseismic Design measures, i.e., lead for retractable pencil is introduced between Dun Liang
The energy-dissipating devices such as rubber support, high-damp rubber support, sliding friction type bearing, viscous damper and metal damper mitigate bridge
The seismic response of pier.Substantial amounts of case history shows that Aseismatic Design can effectively reduce the geological process of bridge, improve bridge
Anti-seismic performance.In various energy-consumption shock-absorption devices, have handling easy, single by the metal damping unit of elastoplasticity resume power consumption
The characteristics of valency is low, energy consumption effect is good, is widely used.But existing metal energy-dissipating device only payes attention to unidirectional energy consumption effect,
And stiffness tuning leeway is small, it is difficult to takes into account the needs of each pier seismic force reasonable distribution.
It there is now related scholar to E shape steel dampers, C-type steel damper, roller shaft type metal damper, bridge tower steel fastener
Etc. having made correlative study, but the damping device being applied can not be taken into account along bridge to the shock-absorbing function with direction across bridge, structure
Need to make in the structural earthquake that corresponding energy-dissipating device mitigation all directions are respectively adopted along bridge and cross-bridges direction during Aseismic Design
With.In addition, the damping device being applied is applied in combination with bearing, although having the advantages of installing space is small, just
The leeway for spending adjustment is smaller, it is difficult to ensures to take into account the needs of distribution each pier seismic force function of continuous beam simultaneously.
The content of the invention
The technical problems to be solved by the invention are to provide a kind of damping unit, make its have simultaneously direction across bridge and along bridge to
The damping power consumption function of two horizontal directions, and can adjust the ratio that each bridge pier shares geological process.
Technical scheme is used by the present invention solves above-mentioned technical problem：A kind of key-type damping unit, including cross-bridges
To principal arm, along bridge to transverse arm and direction across bridge side arm.Principal arm both ends and transverse arm are affixed, and transverse arm both ends are consolidated with side arm again
Connect, the midpoint of principal arm is connected with bridge substructure, and the end of four side arms is connected with bridge superstructure, on Bridges During Earthquake
Portion's structure and the suitable bridge that substructure occurs to and the relative displacement of direction across bridge can be plastically deformed device.
Further, the structure type of the damping unit is that twin shaft is symmetrical, and twin shaft is symmetrically specifically referred in direction across bridge and suitable
To symmetrical in two horizontal directions, principal arm, the length of transverse arm and side arm, sectional dimension resist bridge according to along bridge to direction across bridge
Shake demand, seismic force distribution target are adjusted.
Further, the damping unit is made of Low Yield Point Steel, and in general, material of the present invention is bent
Clothes point is in below 235MPa.
Further, principal arm, side arm and transverse arm use the section form of gradual change, and specifically, the section of side arm is from end
To gradually increasing with transverse arm junction, the section of transverse arm is gradually reduced from side arm junction to principal arm junction, the section of principal arm
Locally increase near midpoint.
Further, side arm end is provided with side arm pin joint and reserves connecting hole, for the device and superstructure beam body bottom surface
Connection, principal arm middle part are provided with principal arm pin joint and reserve connecting hole, be connected for the device with substructure bent cap top surface.
Further, side arm is adopted with transverse arm junction, transverse arm and principal arm junction, principal arm midpoint local area increase region
Seamlessly transitted with camber line.
The beneficial effects of the invention are as follows：Devise a kind of new key-type damping unit, can realize occur between pier beam it is suitable
Bridge to or the purpose that consumes energy during direction across bridge relative displacement, while along bridge to having the function that to share each pier seismic force；The damping
The structural parameters of device according to bridge earthquake resistance need be adjusted flexibly, including principal arm length and section, transverse arm length and section and
Side arm length and section, the material of device.Device along bridge to rigidity and yield strength by changing principal arm and side arm length, cutting
Face, material are adjusted, and the rigidity and yield strength of device direction across bridge are by changing transverse arm length, section, material are adjusted.
Principal arm, transverse arm and the side arm of variable cross-section can improve energy consumption effect.Connecting portion is seamlessly transitted with camber line can prevent strain from collecting
In and occur extremely low cycle fatigue destruction.
Brief description of the drawings
Fig. 1 is the structural representation of the damping unit of the present invention.
Fig. 2 is the schematic view of the mounting position of the damping unit of the present invention.
Fig. 3 is that suitable bridge occurs between bridge and bridge pier for the damping unit of the present invention to bending moment diagram during relative displacement.
Fig. 4 is bending moment diagram when direction across bridge relative displacement occurs between bridge and bridge pier for damping unit of the invention.
Fig. 5 is the limited element calculation model of the damping unit of the present invention.
Fig. 6 is suitable bridge of the damping unit in the case where designing displacement of the present invention to plastic strain cloud atlas.
Fig. 7 is suitable bridge of the damping unit in the case where designing displacement of the present invention to Stress Map.
Fig. 8 is direction across bridge plastic strain cloud atlas of the damping unit of the present invention in the case where designing displacement.
Fig. 9 is direction across bridge Stress Map of the damping unit of the present invention in the case where designing displacement.
Figure 10 be the present invention damping unit suitable bridge to power-displacement lagging curve.
Figure 11 is power-displacement lagging curve of the direction across bridge of the damping unit of the present invention.
Figure 12 is the three-span continuous girder bridge computation model of the present invention.
Figure 13 is the suitable bridge for the beam bridge pier bottom for whetheing there is the damping unit of the present invention to moment of flexure comparison diagram.
Figure 14 is the direction across bridge moment of flexure comparison diagram for the beam bridge pier bottom for whetheing there is the damping unit of the present invention.
Figure 15 is the suitable bridge of the damping unit of the present invention to hysteretic energy resume curve.
Figure 16 is the direction across bridge hysteretic energy resume curve of the damping unit of the present invention.
Figure 17 is the dimension reference figure for the damping unit that checking is calculated in embodiments of the invention, dimensional units millimeter.
Embodiment
The solution of the present invention is further described with reference to embodiments, it is one in embodiment, multiple or whole
Wherein one or more embodiments of the present invention can be illustrated, but protection scope of the present invention should not be confined to this.
Embodiment 1, referring to the drawings 1-2.
A kind of key-type damping unit, the device is made of low-yield steel, including principal arm 1, and the both ends of principal arm 1 are set
Have a transverse arm 3, the both ends of transverse arm 3 are provided with side arm 4, and the middle part of principal arm 1 is connected with bridge substructure bent cap top surface, the outer end of side arm 4 and
Bridge superstructure beam body bottom surface connects.
Fig. 2 is that this key-type metal damping unit of the present invention is installed on the schematic diagram of continuous bridge, this damping dress
Put and separated with bearing, point is connected to substructure pier cap beam top surface, four limbs side arm end and superstructure beam body bottom among it
Face connects, and between Dang Liang and pier during the relative displacement of occurred level any direction, can all cause the flexural deformation of metal damping unit,
Realize power consumption purpose.
Embodiment 2, referring to the drawings 3-4,17.
Fig. 3 is that bridge occurs along deformation and Bending moment distribution, Fig. 4 of the bridge to present invention during relative displacement to be bridge between Dun Liang
The deformation of the present invention and Bending moment distribution during direction across bridge relative displacement occur between Dun Liang for beam, when moment of flexure exceedes yield moment,
Device absorbs seismic energy by being plastically deformed, mitigation seismic structural response, in the present embodiment, with the damper shown in Figure 17
And each spot size is calculation basis.
Embodiment 3, referring to the drawings 5,17.
In order to investigate the plasticity energy-dissipating property of spanner shaped steel damping element, built using general finite meta software Abaqus6.13
A steel damping element three-dimensional finite element model as shown in Figure 5 has been found, and NONLINEAR CALCULATION analysis, damping element are carried out to it
Using Q235 steel, bilinearity kinematic hardening constitutive model is taken, modulus of elasticity is taken as the 1/100 of initial value after steel surrender
Times.Apply the forced displacement load of circulation, suitable bridge is 50mm to design displacement, and direction across bridge design displacement is 25mm.
In the present embodiment, using the damper shown in Figure 17 and each spot size as calculation basis.
Embodiment 4, referring to the drawings 6-9,17.
Fig. 6-9 under design relative displacement along bridge to the plastic strain cloud atlas and Stress Map with direction across bridge, as seen from the figure,
Along bridge to design displacement effect under occur plastic deformation at 4 side arms-transverse arm flex point, and in the design displacement of direction across bridge
Under effect, side arm-transverse arm flex point is with there is plastic deformation at transverse arm-principal arm flex point.
In the present embodiment, using the damper shown in Figure 17 and each spot size as calculation basis.
Embodiment 5, referring to the drawings 10-11,17.
Figure 10-11 is the accurate force-displacement curve of spanner shaped steel damping element, and is fitted to bilinear mechanical model.It is logical
Cross be calculated the damping unit under both direction mechanics parameter it is as shown in table 1, the results showed that, device along bridge to and it is horizontal
Bridge is to being respectively provided with good energy dissipation capacity.
The design parameter table of the damping unit of the present invention of table 1
In the present embodiment, using the damper shown in Figure 17 and each spot size as calculation basis.
Embodiment 6, referring to the drawings 12-17.
In order to verify the damping effect of the key-type damping unit of the present invention, using frame3D softwares to as shown in figure 12
A reality three carried out elastic-plastic Seismic Response Analysis across reinforced concrete hollow shear wall, during calculating, in 1#-4# this 4
Pier（Platform）Place sets a spanner shaped steel damping element respectively, along bridge to the EL- inputted respectively with direction across bridge by harmonic
CENTRO earthquake motions, its Annual exceeding probability are 2%, belong to rarely occurred earthquake,
In the present embodiment, using the damper shown in Figure 17 and each spot size as calculation basis.Result of calculation is general with setting
The situation of logical bearing is contrasted.
Figure 13-14 is to whether there is the pier of the damping unit of the present invention（Platform）Bottom maximum seismic bending moment comparing result, table 2 are to have
The displacement of bridge pier contrast of damping unit without the present invention.As a result show, along bridge under geological process, key-type damping unit energy
The pier bottom moment of flexure that hold-down support corresponds to bridge pier is substantially reduced, and causes each bridge pier moment of flexure homogenization, damper functions well as
The effect of seismic force between bridge pier is shared, while the deformation of damper also effectively limits excessive support displacement；And in cross-bridges
To under geological process, this kind of damping unit also significantly reduces pier bottom moment of flexure and support displacement, and damping energy consumption effect is excellent.
Table 2 whether there is the displacement of bridge pier contrast table of the damping unit of the present invention
The resume curve in both direction of this damping unit during Figure 15-16 earthquakes, the result verification present apparatus is in Shun Qiao
Good energy-dissipating property is respectively provided with to direction across bridge.
The damping unit of the present invention all shows excellent shock-absorbing function on the direction of level two, has and significantly shares
The effect of seismic force between bridge pier, a kind of new selection is provided for the Aseismatic Design of continuous bridge structure from now on.
Claims (6)
1. a kind of key-type damping unit, it is characterised in that device includes the principal arm of a middle direction across bridge, both sides two along bridge
To transverse arm and device corner at four direction across bridge side arm, principal arm centre is connected with substructure bent cap top surface, main
Arm both ends with along bridge to transverse arm centre it is affixed, the side arm of transverse arm both ends and direction across bridge is affixed, the end of four side arms with
Bridge superstructure beam body bottom surface connects.
2. a kind of key-type damping unit according to claim 1, it is characterised in that the structure type of the damping unit is
Twin shaft is symmetrical, and principal arm, the length of transverse arm and side arm and sectional dimension are according to structure along bridge to the antidetonation demand tune with direction across bridge
It is whole, so as to improve structural seismic performance.
3. a kind of key-type damping unit according to claim 1, it is characterised in that the damping unit uses low-yield
Steel is made.
A kind of 4. key-type damping unit according to claim 1, it is characterised in that the section of side arm from end to horizontal stroke
Arm junction gradually increases, and the section of transverse arm is gradually reduced from side arm junction to principal arm junction, and the section of principal arm is at midpoint
Local increase nearby.
5. a kind of key-type damping unit according to claim 1, it is characterised in that it is pre- that side arm end is provided with side arm pin joint
Connecting hole is stayed, is connected for the device with superstructure beam body bottom surface, principal arm pin joint is provided with the middle part of principal arm and reserves connecting hole, is used for
The device is connected with substructure bent cap top surface.
6. a kind of key-type damping unit according to claim 1, it is characterised in that the junction of side arm and transverse arm, horizontal stroke
Local area increase regional cross section is seamlessly transitted with camber line in the middle part of the junction of arm and principal arm, principal arm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710359438.2A CN107345386B (en) | 2017-05-19 | 2017-05-19 | Spanner type damping device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710359438.2A CN107345386B (en) | 2017-05-19 | 2017-05-19 | Spanner type damping device |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107345386A true CN107345386A (en) | 2017-11-14 |
| CN107345386B CN107345386B (en) | 2022-07-05 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710359438.2A Active CN107345386B (en) | 2017-05-19 | 2017-05-19 | Spanner type damping device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107345386B (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202047352U (en) * | 2010-10-22 | 2011-11-23 | 中铁二院工程集团有限责任公司 | Shock-absorbing elastic-plastic damper for bridge |
| CN205421005U (en) * | 2016-03-25 | 2016-08-03 | 株洲时代新材料科技股份有限公司 | Viscous damper of installation adjustable length |
-
2017
- 2017-05-19 CN CN201710359438.2A patent/CN107345386B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202047352U (en) * | 2010-10-22 | 2011-11-23 | 中铁二院工程集团有限责任公司 | Shock-absorbing elastic-plastic damper for bridge |
| CN205421005U (en) * | 2016-03-25 | 2016-08-03 | 株洲时代新材料科技股份有限公司 | Viscous damper of installation adjustable length |
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| Publication number | Publication date |
|---|---|
| CN107345386B (en) | 2022-07-05 |
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