CN211848872U - Non-anchored rigidity difference combined rubber damping support - Google Patents
Non-anchored rigidity difference combined rubber damping support Download PDFInfo
- Publication number
- CN211848872U CN211848872U CN201922275817.0U CN201922275817U CN211848872U CN 211848872 U CN211848872 U CN 211848872U CN 201922275817 U CN201922275817 U CN 201922275817U CN 211848872 U CN211848872 U CN 211848872U
- Authority
- CN
- China
- Prior art keywords
- sliding
- support
- steel plate
- rubber
- layer
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Vibration Prevention Devices (AREA)
- Bridges Or Land Bridges (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The utility model discloses a non-anchor formula rigidity difference combination rubber shock mount comprises upper and lower shrouding, stromatolite district, slip district, and wherein the stromatolite district is formed by rubber layer and stiffening steel sheet coincide, and the slip district has a plurality of frictional layers, and the frictional layer comprises sliding steel sheet, slide and stiffening steel sheet. The laminated steel plate type vibration damper is characterized in that the vertical bearing capacity is not changed, the friction layer can slide and displace, the horizontal rigidity of the support is reduced, and meanwhile, the laminated layer region and the sliding region share the stiffening steel plate, so that the displacement capacity of the support is further improved, and the laminated steel plate type vibration damper is suitable for larger displacement under the normal use state and the small vibration effect; the period is prolonged to achieve the purpose of shock absorption and isolation, and the whole support slides under the action of large shock to further reduce the dynamic response of the structure; the sliding surface has certain energy consumption capacity; after the earthquake, the support has certain self-restorability, and can be quickly repaired and replaced. The horizontal force and the bending moment applied to the abutments with different rigidities can be adjusted in the normal use state.
Description
Technical Field
The utility model belongs to bridge engineering, antidetonation field, concretely relates to have combination cross-section, earthquake effect undersetting part can take place to slide, thereby can reduce rigidity and increase the non-anchor formula rubber support of power consumption ability.
Background
People pay more and more attention to the seismic capacity of the bridge serving as a disaster relief lifeline. At present, plate type rubber supports commonly used for small and medium-span bridges have overlarge shearing rigidity, the supports are easy to generate integral shearing sliding, the horizontal deformation capability and the energy consumption capability are too low, and the fixed piers bear larger earthquake action although the sliding plate type supports can have larger horizontal displacement, so that both the supports are not suitable for being directly used for earthquake-resistant work and need to be improved.
The shock absorption and isolation support widely applied in the existing engineering is a lead core rubber support: on the basis of the laminated rubber support, one or more lead rods are added inside the laminated rubber support, and the lead rods are subjected to shearing plastic deformation, so that the rigidity is reduced, the structural period is prolonged, and meanwhile, the laminated rubber support has a good energy consumption effect.
However, the lead support has high temperature sensitivity, and needs to be carefully considered when used in a low-temperature environment; in addition, the lead support is easy to pollute the environment in the manufacturing, using and maintaining processes, and the waste lead treatment after the support is replaced is also a non-trivial environmental problem.
Therefore, a new improvement scheme needs to be provided for the plate-type rubber support, and the seismic isolation performance and the energy consumption capability of the support are improved on the premise of keeping the original advantages of the plate-type rubber support.
Disclosure of Invention
For solving the problem, the utility model discloses on current plate rubber support basis, place certain area's slide and slip steel sheet formation slip district on a plurality of layers of stiffening steel sheet, can take place relative slip between slide and the slip steel sheet, the rubber layer bonds with the stiffening steel sheet stromatolite around the slip district and forms the stromatolite district to form a non-anchor formula rigidity difference combination rubber shock mount. The horizontal deformation of the support is provided by local sliding friction deformation and interlaminar rubber shearing deformation, the two deformations are coordinated by sharing a stiffening steel plate in the sliding area and the lamination area, and the structural form improves the displacement adaptability of the support and effectively increases the initial displacement of the overall sliding of the support.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a non-anchoring type rigidity difference combined rubber shock absorption support is characterized in that a laminated zone (9) and a sliding zone (10) can be divided in a horizontal plane; the vertical structure of the laminated layer (9) is formed by laminating a rubber layer (7) and a stiffening steel plate (6), and the rubber layer and the stiffening steel plate are vulcanized and bonded; the sliding area (10) is provided with a plurality of friction layers (3), a single friction layer consists of a sliding steel plate (4), a sliding plate (5) and a stiffening steel plate (6) along the thickness direction, and the sliding plate (5) and the stiffening steel plate (6) are reliably bonded and can relatively slide with the sliding steel plate.
The non-anchoring type rigidity difference combined rubber damping support is characterized by further comprising an upper sealing plate (1) and a lower sealing plate (2), wherein the upper sealing plate and the lower sealing plate are made of steel plates and are respectively positioned at the top and the bottom of the support; and the rubber protective layer (8) is arranged around the outer part of the support.
The non-anchoring type rigidity difference combined rubber shock absorption support is characterized in that the laminated layer (9) and the sliding region (10) share the same stiffening steel plate (6) in each layer.
The sliding plate (5) can be replaced by a tetrafluoro sliding plate or other sliding plates made of various wear-resistant materials, such as ultrahigh molecular weight polyethylene, modified ultrahigh molecular weight polyethylene and other wear-resistant materials. The wear-resistant material itself is not the innovation point of the present invention.
The utility model discloses the support can directly be placed between beam bottom and mound top, does not need upper and lower roof to anchor.
The utility model discloses in, stiffening plate 6 is whole, for the lamination district and the district that slides share, guarantees the support displacement harmony.
The utility model discloses in, arbitrary ability and slide relative slip's material can be selected to the slip steel sheet.
The utility model discloses in, frictional layer 3 both can realize as the sliding friction surface through the contact surface of selecting between slide 5 and the sliding steel plate 4 as the functional layer, also can realize as the sliding friction surface through the contact surface of selecting slide 5 and stiffening steel plate 6.
The utility model discloses in, 5 sizes of slide and the 4 sizes of sliding steel sheet of sliding district are unanimous, and the shape and the size of lamination district and sliding district can be adjusted according to the design needs.
In the utility model, the thinning and layering of the single-layer friction layer in the sliding area along the thickness direction comprises the thickness and the position of the sliding steel plate and the sliding plate, and can be adjusted according to the design requirement;
the utility model discloses in, the number of piles of frictional layer 3 can be adjusted as required according to the design in the sliding region.
The utility model discloses a theory of operation does:
the structure of the non-anchored rigidity difference combined rubber damping support is similar to that of a plate type rubber support, and the vertical bearing capacity of the support is not changed;
on the horizontal direction, the frictional layer has in non-anchor formula rigidity difference combination rubber shock mount's the slip district, relative slip can take place on this layer promptly, the horizontal deformation of support can be provided by the shearing deformation of rubber and the slip district internal friction relative slip jointly, because the laminated region uses the same stiffened steel plate with the slip district, consequently above-mentioned two kinds of deformations can have better harmony, the wholeness and the displacement adaptability of support also obtain improving, under normal use state and little shake effect, the difficult holistic slip of support that takes place, avoid the roof beam body displacement too big. The shear rigidity of the support is reduced, the bridge period is prolonged under the action of an earthquake, the structural dynamic response is reduced, the seismic isolation effect is achieved, and the effect can be adjusted by adjusting the size of the sliding area and the number of friction layers;
under the action of an earthquake, a plurality of friction layers can slide simultaneously and are restrained by the rubber layers of the laminated layer so as not to cause overlarge and unstable interlayer displacement, and certain energy consumption capacity is realized under the action of reciprocating horizontal force;
after the earthquake, the rubber has elastic restoring force and is easy to restore to the initial state, and the bridge is ensured to have the function of serving as an earthquake relief and rush repair main road.
The setting of the inside friction layer of support has improved the whole gliding initial displacement of support, has guaranteed the reliability of support biography power.
The internal force borne by the abutment can be adjusted by adjusting the size of the sliding area under the normal working state, and the large displacement of the upper structure caused by the temperature action and the like is adapted.
The utility model mainly provides the following advantages:
1. the utility model provides a non-anchor formula rigidity difference combination rubber damping support places slide and slip steel sheet through on a plurality of layers of stiffening steel sheet at plate rubber support for the support has the slip ability, and is retrained by stromatolite district rubber layer and can not lead to the too big unstability of layer displacement. Because the sliding area and the laminated area share the stiffening steel plate, the sliding deformation and the rubber shearing deformation can be coordinated, and the support displacement adaptability is further improved.
2. The device provided by the utility model fully embodies the principle of seismic isolation and reduction, namely embodies the balance relation of 'force and displacement', reduces the horizontal rigidity of the support by introducing the local sliding friction deformation of the support, is more difficult to slide integrally than a plate-type rubber support under the small seismic action and the normal use state, adapts to larger displacement, fully prolongs the structural period, thereby reducing the seismic response of the bridge, and can reset the relative deformation of the device by the elastic restoring force of rubber after the earthquake; because the support is not installed by anchoring, the support can integrally slide relative to the beam bottom and the pier top under the action of large earthquake, and earthquake response of the lower structure is further reduced.
3. The utility model provides a device manufacturing process is similar with plate rubber support, does not need the anchor moreover, has characteristics such as production simple process, convenient to use, cost are lower.
4. The utility model provides a device is as the improvement to plate rubber support to do not lead to the fact weakening of vertical bearing capacity, and the size can be adjusted according to the design needs, can adjust the area size of sliding region in continuous beam bridge, thereby adjust the load distribution under normal use, the earthquake action, adapt to the displacement under the different situation.
5. The device provided by the utility model is totally made of environment-friendly and durable materials, avoids the pollution of the lead support to the environment, and is favorable for sustainable development.
To sum up, the utility model can improve the sliding friction deformation of the sliding surface without weakening the vertical bearing capacity, improve the coordination between the sliding friction deformation and the rubber shearing deformation through the shared stiffening steel plate, improve the displacement capacity of the support, thereby reducing the horizontal rigidity of the support, adapting to larger upper structure displacement under the normal use state and the small earthquake action, prolonging the structure period and reducing the earthquake action borne by the structure; the device can generate friction sliding on a plurality of sliding surfaces, and has certain energy consumption capacity during earthquake; under the action of a large earthquake, the support can integrally slide to further reduce earthquake response; this device has elastic restoring force, and the relative deformation of back support self after the shake can reset.
Can synthesize rigidity demand, the displacement demand that considers earthquake effect and normal use state to and carry out according to pier internal force distribution requirement the utility model discloses the dimensional adjustment of device.
Description of the drawings:
the attached drawings are the embodiments of the utility model, wherein:
FIG. 1 is a cross-sectional view of a non-anchored rigidity difference combined rubber damping support
FIG. 2 is a plan view of a non-anchored rigidity difference combined rubber damping support
FIG. 3 is a vertical view of a non-anchored rigidity difference combined rubber damping support
Reference numbers in the figures: the sealing structure comprises an upper sealing plate 1, a lower sealing plate 2, a friction layer 3, a sliding steel plate 4, a sliding plate 5, a stiffening steel plate 6, a rubber layer 7, a rubber protective layer 8, a laminated area 9 and a sliding area 10.
Detailed Description
In order to make the technical spirit and advantages of the present invention more clearly understandable to examiners of the patent office and especially to the public, the applicant shall describe below in detail, by way of example, with reference to the accompanying drawings, but the description of the example is not a limitation of the present invention, and any equivalent changes made according to the inventive concept, which are merely formal and immaterial, shall be considered as the technical scope of the present invention.
Example 1: referring to fig. 1-3, the non-anchored rigidity difference combined rubber shock-absorbing support is composed of an upper sealing plate 1, a lower sealing plate 2, a lamination area 9 and a sliding area 10; wherein the laminated zone 9 is formed by laminating a rubber layer 7 and a stiffening steel plate 6, the sliding zone 10 is provided with a plurality of friction layers 3, and each friction layer consists of a sliding steel plate 4, a sliding plate 5 and a stiffening steel plate 6; a rubber boot 8 surrounds the exterior of the stiffening steel plates 6 and the closure plates.
The upper sealing plate 1 and the lower sealing plate 2 are respectively positioned at the top and the bottom of the support and are made of steel plates. The upper sealing plate 1 and the lower sealing plate 2 form the sealing plates.
The sliding plate 5 is bonded with the stiffening steel plate 6 and can slide relative to the sliding steel plate 4.
The laminated zone 9 and the sliding zone 10 share the same stiffening steel plate 6 in each layer.
In the production process of the sliding steel plate 4, the contact surface of the sliding steel plate 4 and the sliding plate 5 needs to be polished smooth and is not coated with a bonding agent, and the contact surface of the sliding steel plate 4 and the stiffening steel plate 6 needs to be roughened and coated with the bonding agent for integral vulcanization bonding.
In the production process, the contact surfaces of the stiffening steel plates 6, the rubber layer 7 and the sliding plate 5 need to be roughened and coated with a bonding agent for integral vulcanization bonding.
The utility model discloses the device can directly place in mound, bench, does not anchor with the roof beam body and pier.
The laminated area and the sliding area form a combined section, the same stiffening steel plate is used together, and the laminated area and the sliding area can be integrally deformed and have harmony; in addition, the support can be integrally processed, an anchoring device is not needed, the manufacturing is simple and convenient, the engineering cost investment and the design and construction difficulty can be reduced, and the support is particularly suitable for the continuous highway girder bridge with medium and small spans.
As another variation of the embodiment of the present invention, the sliding plate of each friction layer can be replaced by other materials that are beneficial to sliding friction.
As a further variation of the embodiment of the present invention, the friction layer in the sliding region may be one or more, and forms a combined cross section with the lamination region.
As another alternative of the embodiment of the present invention, the position, thickness and size of the sliding steel plate and the sliding plate can be changed.
As another alternative of the embodiment of the present invention, the friction sliding surface can be replaced by the contact surface of the sliding plate and the steel plate, the sliding surface is required to be polished smoothly and cannot be coated with the adhesive, and the non-sliding surface is required to be roughened and coated with the adhesive.
As another alternative of the embodiment of the present invention, the sliding steel plate can be replaced by other materials that facilitate the sliding of the sliding plate.
As another alternative of the embodiment of the present invention, the bonding manner between the stiffening steel plate and the rubber layer and the sliding plate can be changed.
The utility model discloses when designing with the support example of simplest highway beam bridge, according to the vertical counter-force under the support normal use condition, confirm the support area earlier, utilize finite element software, under the prerequisite that satisfies support allowable displacement and can play sufficient shock attenuation and isolation effect under guaranteeing the earthquake action in the normal use condition, confirm the horizontal rigidity of support, support thickness, and then confirm the size of sliding region; simultaneously, the size of the sliding area can be adjusted to adjust the pier internal force with different rigidity, so that the pier internal force is as uniform as possible under the conditions of normal use or earthquake action.
The utility model discloses non-anchor formula rigidity difference combination rubber shock mount promptly has five effects:
the horizontal rigidity is reduced, the whole support is not easy to slide relative to the beam and the pier under the normal use state and the small vibration effect, and the large displacement adaptability is realized;
secondly, the structure period is prolonged, the excellent period of the field can be staggered, and the shock absorption and isolation effect is achieved;
the sliding area can consume seismic energy to a certain extent through friction sliding, and the whole support can slide relative to the beam and the pier under the action of large earthquake, so that the input of the seismic energy is further reduced.
Fourthly, after the earthquake, the support can restore the relative deformation of the support by the elastic restoring force of the rubber.
The size of the internal sliding area can be adjusted according to the rigidity requirement of normal use, the displacement requirement of the upper structure under the action of temperature and the like, and the force distribution requirement in the abutment.
Furthermore, the utility model discloses construction simple process owing to need not adopt as above, roof and roof beam, pier carry out the anchor down, therefore the economic nature improves by a wide margin, is convenient for change the maintenance like the board-like rubber support moreover, and is pollution-free to the environment, has sustainability and developability.
The size, the quantity, the selected materials and the shape of the friction layer of the sliding area can be adjusted according to specific conditions, and any equivalent transformation which is only formal but not substantial according to the concept of the invention is regarded as the technical scheme scope of the invention.
On the premise of ensuring the vertical bearing capacity of the support, the friction layers in the sliding area are allowed to slide relatively, and the displacement of the support is provided by the shearing deformation of the rubber and the sliding deformation of the friction layers, so that the horizontal rigidity of the support is reduced, the support can adapt to the larger deformation of the structure under the normal use state and the small shock effect, and the whole support is less prone to sliding; under the action of earthquake, the structure period can be prolonged, and sliding friction is generated in a constrained state, so that the energy consumption capability is certain, the dynamic response of the structure is reduced, and the seismic isolation and reduction effect is achieved; the whole support under the action of large earthquake slides relative to the beam and the abutment, so that the input of earthquake energy is further reduced; the support has self-recovery after earthquake. Further, the horizontal stiffness of the support can be adjusted by adjusting the size and number of sliding zones, making the forces in the substructure as uniform as possible.
Claims (3)
1. A non-anchoring type rigidity difference combined rubber shock absorption support is characterized in that a laminated zone (9) and a sliding zone (10) can be divided in a horizontal plane; the vertical structure of the laminated layer (9) is formed by laminating a rubber layer (7) and a stiffening steel plate (6), and the rubber layer and the stiffening steel plate are vulcanized and bonded; the sliding area (10) is provided with a plurality of friction layers (3), a single friction layer consists of a sliding steel plate (4), a sliding plate (5) and a stiffening steel plate (6) along the thickness direction, and the sliding plate (5) and the stiffening steel plate (6) are reliably bonded and can relatively slide with the sliding steel plate.
2. The non-anchored differential stiffness combination rubber cushion mount of claim 1,
the support is characterized by also comprising an upper sealing plate (1) and a lower sealing plate (2), wherein the upper sealing plate and the lower sealing plate are made of steel plates and are respectively positioned at the top and the bottom of the support;
and the rubber protective layer (8) is arranged around the outer part of the support.
3. The non-anchored differential stiffness combined rubber-damper support according to claim 1, characterized in that the laminated zone (9), the sliding zone (10) share one stiffening steel plate (6) in each layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922275817.0U CN211848872U (en) | 2019-12-17 | 2019-12-17 | Non-anchored rigidity difference combined rubber damping support |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922275817.0U CN211848872U (en) | 2019-12-17 | 2019-12-17 | Non-anchored rigidity difference combined rubber damping support |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN211848872U true CN211848872U (en) | 2020-11-03 |
Family
ID=73214171
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201922275817.0U Active CN211848872U (en) | 2019-12-17 | 2019-12-17 | Non-anchored rigidity difference combined rubber damping support |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN211848872U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115182240A (en) * | 2022-09-13 | 2022-10-14 | 中裕铁信交通科技股份有限公司 | Friction type high-damping rubber shock absorption support and preparation method thereof |
-
2019
- 2019-12-17 CN CN201922275817.0U patent/CN211848872U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115182240A (en) * | 2022-09-13 | 2022-10-14 | 中裕铁信交通科技股份有限公司 | Friction type high-damping rubber shock absorption support and preparation method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102953327B (en) | Be applicable to the lateral shock absorption damper of bridge construction | |
| CN201713961U (en) | Novel friction damping wall | |
| CN109778685B (en) | Additional damping limit stop capable of quantitatively sliding | |
| CN201865044U (en) | Multifunctional quake damping and isolating support seat of bridge | |
| WO2011088603A1 (en) | Seismic isolation bearing with non-linear dampers | |
| CN211547305U (en) | Anchoring type rigidity difference combined rubber damping support | |
| CN106088382A (en) | A kind of friction mild steel composite damper | |
| CN102286917A (en) | Multifunctional isolation bridge bearing | |
| CN211848872U (en) | Non-anchored rigidity difference combined rubber damping support | |
| CN103556748B (en) | Improve method and the device of building or antivibration capability of bridge | |
| CN1978806A (en) | Laminated steel plate energy-dissipation shock-absorbing damp | |
| CN206681199U (en) | Damping stereotype concrete wall with radiation proof function | |
| CN203021906U (en) | X-shaped metal damping device applicable to bridge structures and provided with self-recovery force | |
| CN102011439A (en) | Staging yield type soft steel damper | |
| CN111119034A (en) | Inhaul cable limiting rigidity difference combined rubber damping support | |
| CN102864852B (en) | Metal damper with rolling shafts | |
| CN211522845U (en) | Inhaul cable limiting rigidity difference combined rubber damping support | |
| CN201865214U (en) | Grading yield type mild steel damper | |
| CN205776862U (en) | buckling-restrained shearing type damper | |
| CN103526693A (en) | Bidirectional energy-consumption bridge support | |
| CN203307722U (en) | Anti-drawing curve surface rotating support | |
| CN206581426U (en) | One kind sliding shearing mild steel damper | |
| CN202012038U (en) | Viscoelastic damper | |
| CN206477244U (en) | A kind of bridge seismic isolation device | |
| CN201605530U (en) | Bridge shock absorbing support with built-in damper |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |