CN210766429U - Novel variable-rigidity shock absorption and isolation support - Google Patents
Novel variable-rigidity shock absorption and isolation support Download PDFInfo
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- CN210766429U CN210766429U CN201921577279.4U CN201921577279U CN210766429U CN 210766429 U CN210766429 U CN 210766429U CN 201921577279 U CN201921577279 U CN 201921577279U CN 210766429 U CN210766429 U CN 210766429U
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- 238000002955 isolation Methods 0.000 title claims abstract description 24
- 230000035939 shock Effects 0.000 title abstract description 9
- 238000010521 absorption reaction Methods 0.000 title description 3
- 238000006073 displacement reaction Methods 0.000 claims abstract description 21
- 239000000725 suspension Substances 0.000 claims abstract description 6
- 230000000670 limiting effect Effects 0.000 claims description 41
- 230000000116 mitigating effect Effects 0.000 claims description 12
- 230000001174 ascending effect Effects 0.000 claims 1
- 230000015572 biosynthetic process Effects 0.000 claims 1
- 238000013016 damping Methods 0.000 abstract description 8
- 239000002783 friction material Substances 0.000 abstract description 4
- 238000010008 shearing Methods 0.000 description 3
- 229920000642 polymer Polymers 0.000 description 2
- 239000004699 Ultra-high molecular weight polyethylene Substances 0.000 description 1
- 230000003321 amplification Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000009413 insulation Methods 0.000 description 1
- 238000003199 nucleic acid amplification method Methods 0.000 description 1
- -1 polytetrafluoroethylene Polymers 0.000 description 1
- 229920001343 polytetrafluoroethylene Polymers 0.000 description 1
- 239000004810 polytetrafluoroethylene Substances 0.000 description 1
- 238000005381 potential energy Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 229920000785 ultra high molecular weight polyethylene Polymers 0.000 description 1
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Abstract
The utility model discloses a novel become rigidity and subtract isolation bearing belongs to the bridge and subtracts isolation bearing technical field, and it is main through arranging upper bracket board, last welt, lower liner board and bottom suspension bedplate, forms first sliding friction pair, the vice and the second sliding friction of running friction pair respectively, and it can satisfy bridge temperature displacement and rotation demand under normal conditions, and can subtract the isolation to the bridge when the earthquake again. Wherein, relative displacement can only take place along vertically between welt and the undersetting board to realized that whole support is different at the shock attenuation displacement volume of length and breadth direction, and adopt different friction material between each sliding friction pair, formed different coefficient of friction, can satisfy the bridge and to take place different shock attenuation displacement volume, rigidity, damping performance demand in horizontal all directions.
Description
Technical Field
The utility model relates to a bridge shock insulation technical field particularly, especially, relates to a novel become rigidity and subtract isolation bearing.
Background
Most of highway and railway traffic lines built in China pass through earthquake zones, and part of the lines pass through high-intensity earthquake areas in western mountainous areas. The friction pendulum support is one of common seismic isolation and reduction bridge components, and has strong self-resetting capability and excellent seismic isolation and reduction performance. The principle of the friction pendulum support is that structures such as bridges and the like are isolated from piers, the self-vibration period of the structure is prolonged by utilizing the vibration isolation period of the friction pendulum support, the power amplification effect caused by earthquakes is reduced, and earthquake energy is effectively transferred and consumed through kinetic potential energy conversion and friction energy consumption. However, the conventional friction pendulum support has the following disadvantages: the traditional friction pendulum support has the same damping displacement in the horizontal transverse direction and the horizontal longitudinal direction, and can not adjust the damping displacement in different horizontal directions in a targeted manner according to different self-vibration characteristics in the transverse direction or the longitudinal direction caused by different actual structures (a linear bridge, a curved bridge, an oblique bridge and the like) of a bridge.
SUMMERY OF THE UTILITY MODEL
To sum up, the utility model discloses the technical problem who solves is: the utility model provides a friction pendulum support that horizontal and horizontal longitudinal damping displacement volume is different to be suitable for the bridge and the different condition of damping displacement volume demand in each horizontal direction.
And the utility model discloses a solve the scheme that above-mentioned technical problem adopted and be:
a novel variable-rigidity shock absorption and isolation support comprises an upper support plate, a sliding lining plate and a lower support plate which are sequentially arranged from top to bottom, the top and the bottom of the sliding lining plate are spherical surfaces, the sliding lining plate is mainly composed of an upper lining plate and a lower lining plate which are respectively arranged at the upper side and the lower side, the contact surface between the upper lining plate and the lower lining plate is a spherical surface, and the two form a rotating friction pair, the upper lining plate comprises an upper spherical sliding plate forming the top of the sliding lining plate, the lower lining plate comprises a lower spherical sliding plate forming the bottom of the sliding lining plate, the bottom surface of the upper support plate forms an upper spherical surface which is concave upwards, the upper spherical surface sliding plate and the upper spherical surface form a first sliding friction pair, the top surface of the lower support plate forms a lower spherical surface which is concave downwards, the lower spherical surface sliding plate and the lower spherical surface form a second sliding friction pair, and the lower spherical surface sliding plate further comprises a transverse limiting assembly used for limiting relative transverse displacement between the lower spherical surface sliding plate and the lower support plate.
Furthermore, the side part of the upper lining plate is connected with an upper lining plate limiting block for limiting the horizontal displacement of the upper lining plate, and the upper lining plate limiting block and the upper support plate are fixed through a first shear pin which is vertically arranged.
Furthermore, a circle of downward extending anti-falling beam stop block is arranged at the bottom of the upper support plate along the periphery of the lower spherical surface.
Furthermore, the transverse limiting component mainly comprises two transverse limiting blocks which are respectively arranged on the left side and the right side of the lower lining plate, and the transverse limiting blocks are fixedly connected with the lower support plate.
Furthermore, the transverse limiting block is connected with the lower support plate through screws.
Furthermore, a groove is formed in the top of the lower support plate, and the bottom of the transverse limiting block is embedded into the groove.
Furthermore, the lower support plate is characterized by further comprising longitudinal limiting blocks which are respectively arranged on the front side and the rear side of the lower liner plate, the longitudinal limiting blocks are abutted against the lower liner plate, and the longitudinal limiting blocks and the lower support plate are fixed through vertically arranged second shear pins.
Furthermore, the curvature radius between the top surface of the upper spherical surface sliding plate and the upper spherical surface is the same, and the curvature radius between the bottom surface of the lower spherical surface sliding plate and the lower spherical surface is the same.
Further, the curvature radius of the upper spherical surface is different from that of the lower spherical surface.
Furthermore, the friction coefficient between the upper spherical surface sliding plate and the upper spherical surface is different from the friction coefficient between the lower spherical surface sliding plate and the lower spherical surface.
To sum up, owing to adopted above-mentioned technical scheme, the beneficial effects of the utility model are that:
the utility model discloses an arrange upper bracket board, upper liner board, lower liner board and bottom suspension bedplate, it is vice to form first sliding friction respectively, the vice and the running friction of second sliding friction is vice, wherein, only can take place relative displacement along the fore-and-aft direction between lower liner board and the bottom suspension bedplate to realized that whole friction pendulum support is in the difference of the shock attenuation displacement volume of left right direction and fore-and-aft direction, the different condition of applicable bridge shock attenuation displacement volume demand on each horizontal direction. And simultaneously, the utility model provides a novel become vice coefficient of friction of each sliding friction difference among rigidity friction pendulum support can satisfy the shock attenuation displacement volume, rigidity, the damping performance demand of each upward difference of bridge level.
Drawings
Fig. 1 is a schematic cross-sectional view in a main viewing direction according to embodiment 1 of the present invention;
fig. 2 is a schematic cross-sectional view in the side view angle direction according to embodiment 1 of the present invention;
fig. 3 is the utility model discloses among 1, the structural schematic diagram of horizontal stopper.
[ Specification of symbols ]
1-upper supporting plate, 2-sliding lining plate, 21-upper lining plate, 22-lower lining plate, 3-lower supporting plate, 41-upper spherical sliding plate, 42-middle spherical sliding plate, 43-lower spherical sliding plate, 5-upper lining plate limiting block, 6-first shear pin, 7-falling-proof beam retaining ring, 8-transverse limiting block, 9-longitudinal limiting block and 10-second shear pin.
Detailed Description
The following will describe in detail a novel variable stiffness seismic isolation and reduction support provided by the present invention with reference to the accompanying drawings and embodiments.
Example 1
As shown in fig. 1 to fig. 3, the novel variable stiffness seismic mitigation and isolation bearing provided by this embodiment 1 is a schematic sectional view in a main viewing angle direction, and fig. 2 is a schematic sectional view in a side viewing angle direction, and includes an upper support plate 1, a sliding lining plate 2 and a lower support plate 3, which are sequentially arranged from top to bottom, the top and the bottom of the sliding lining plate 2 are both spherical surfaces, the sliding lining plate 2 is mainly composed of an upper lining plate 21 and a lower lining plate 22, which are respectively disposed on the upper side and the lower side, a contact surface between the upper lining plate 21 and the lower lining plate 22 is a spherical surface, and both of the upper lining plate 21 and the lower lining plate 22 constitute a rotational friction pair, the upper lining plate 21 includes an upper spherical sliding plate 41 constituting the top of the sliding lining plate 2, the lower lining plate 22 includes a lower spherical sliding plate 43 constituting the bottom of the sliding lining plate 2, the bottom surface of the upper support plate 1 constitutes an upper spherical surface recessed upward, the upper spherical, the top surface of the lower support plate 3 forms a lower spherical surface which is concave downwards, the lower spherical surface sliding plate 43 and the lower spherical surface form a second sliding friction pair, and the lower support plate further comprises a transverse limiting component which is used for limiting the relative transverse displacement between the lower spherical surface sliding plate 43 and the lower support plate 3.
For the first sliding friction pair and the second sliding friction pair, the upper spherical sliding plate 41 can slide relative to the upper spherical surface along all horizontal directions, while the lower spherical sliding plate 43 can only generate relative displacement along the front-back direction, i.e. the longitudinal direction, because of the limiting effect of the transverse limiting assembly, so that the displacement amounts of the upper support plate 1 and the lower support plate 3 in the longitudinal and transverse directions are different for the whole seismic mitigation and isolation support. Meanwhile, the upper liner plate 21 and the lower liner plate 22 can normally rotate to realize the normal rotation angle function of the support.
In the embodiment 1, the upper liner plate 21 includes a spherical intermediate sliding plate 42 forming the bottom of the upper liner plate 21 and having a bottom surface concave upward, and the top of the lower liner plate 22 is correspondingly provided with an intermediate spherical surface protruding and matching with the bottom surface of the spherical intermediate sliding plate 42, and the upper liner plate 21 is in rotational contact with the intermediate spherical surface on the lower liner plate 22 through the bottom surface of the spherical intermediate sliding plate 42.
In the embodiment 1, an upper liner limiting block 5 for limiting the horizontal displacement of the upper liner 21 is connected to a side portion of the upper liner 21, and the upper liner limiting block 5 and the upper support plate 1 are fixed by a vertically arranged first shear pin 6. When the horizontal earthquake force is larger than the shearing point of the first shear pin 6 during an earthquake, the first shear pin 6 is sheared, the upper support plate 1 and the upper liner plate 21 are in a free state in the horizontal direction, and the upper liner plate 21 can slide along the upper spherical surface of the upper support plate 1 through the upper spherical surface sliding plate 41. More specifically, in this embodiment 1, the bottom of the upper support plate 1 is provided with a ring of downward extending anti-falling beam stop ring 7 along the periphery of the lower spherical surface. When the upper liner plate 21 and the upper support plate 1 relatively move to the limit position, the upper liner plate 21 can be abutted against the anti-falling beam baffle ring 7, so that the relative sliding displacement between the upper liner plate 21 and the upper support plate 1 is prevented from exceeding the limit.
As shown in fig. 2, the lateral limiting component mainly comprises lateral limiting blocks 8 respectively disposed on the left and right sides of the lower liner plate 22 and connected to the lower liner plate 22, the lateral limiting blocks 8 are fixedly connected to the lower support plate 3, the left and right lateral limiting blocks 8 form a slide way extending along the front and rear directions, and the lower liner plate 22 is located in the slide way and slides along an arc-shaped motion track. More specifically, the transverse limiting block 8 is connected with the lower support plate 3 through a screw, and the top surface of the transverse limiting block 8 is arc-surface-shaped and is adapted to the motion track of the lower liner plate 22, so that the construction cost of the transverse limiting block 8 is reduced.
As can be understood by those skilled in the art, since the transverse limit blocks 8 are respectively disposed at the left and right sides of the lower liner plate 22, and the lower liner plate 22 is disposed above the lower support plate 3, the transverse limit blocks 8 are disposed above the lower support plate 3; further, as a preferred embodiment, in this embodiment 1, a groove is formed at the top of the lower support plate 3, and the bottom of the lateral limiting block 8 is embedded in the groove. So as to improve the installation stability between the transverse limiting block 8 and the lower support plate 3 and avoid the transverse limiting block 8 from being separated from the lower support plate 3.
In addition, in this embodiment 1, the same principle as the above-mentioned stopper, the present invention further includes a longitudinal stopper 9 disposed on the front and rear sides of the lower liner plate 22, the longitudinal stopper 9 abuts against the lower liner plate 22, and the longitudinal stopper 9 and the lower support plate 3 are fixed by a second shear pin 10 disposed vertically. When an earthquake occurs, when the front-rear shearing force applied to the second shear pin 10 is greater than the shearing point of the second shear pin 10, the second shear pin 10 is sheared, and the lower liner plate 22 can slide in the front-rear direction relative to the lower support plate 3.
In this embodiment 1, the radius of curvature between the top surface of the upper spherical sliding plate 41 and the upper spherical surface is the same, the radius of curvature between the bottom surface of the lower spherical sliding plate 43 and the lower spherical surface is the same, and the radius of curvature of the upper spherical surface and the radius of curvature of the lower spherical surface are different, so as to form different seismic mitigation and isolation periods in two directions.
Further, in the present embodiment 1, the friction coefficient between the upper spherical surface sliding plate 41 and the upper spherical surface is different from the friction coefficient between the lower spherical surface sliding plate 43 and the lower spherical surface, so that the two have different damping characteristics. In addition, the upper spherical sliding plate 41, the middle spherical sliding plate 42 and the lower spherical sliding plate 43 may be made of the same or different polymer friction materials, and specifically may be modified polytetrafluoroethylene, modified ultra-high molecular weight polyethylene or other polymer friction materials. In the embodiment 1, it is preferable that the two friction members are made of different friction materials, so that the damping properties between the two sliding friction pairs are different.
Claims (10)
1. The utility model provides a novel become rigidity and subtract isolation bearing, includes from last upper bracket board, slip welt and the bottom suspension bedplate of arranging down in proper order, its characterized in that: the top and the bottom of slip welt are the sphere, the slip welt mainly comprises last welt and the lower liner board of upper and lower both sides are arranged in separately, contact surface between last welt and the lower liner board is the sphere, and both constitute the friction pair that rotates, go up the welt including the last sphere slide that constitutes the slip welt top, and lower liner board is then including the lower sphere slide that constitutes the slip welt bottom, the bottom surface of upper bracket board is constituted to the last sphere of ascending sunken, it is vice with last sphere formation first sliding friction to go up the sphere slide, the top surface of bottom suspension bedplate constitutes has the lower sphere of undercut, sphere slide constitutes the second sliding friction pair with lower sphere down, still including the horizontal spacing subassembly that is used for restricting relative lateral displacement between sphere slide and the bottom suspension bedplate down.
2. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 1, wherein: the lateral part of going up the welt is connected with the last welt stopper that is used for restricting its horizontal displacement, go up the welt stopper and fix mutually through the first shear pin of vertical arrangement between the upper bracket board.
3. A novel variable-rigidity seismic mitigation and isolation bearing as claimed in claim 1 or 2, wherein: and a circle of downward extending anti-falling beam baffle ring is arranged at the bottom of the upper support plate along the periphery of the lower spherical surface.
4. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 1, wherein: the horizontal limiting assembly mainly comprises two horizontal limiting blocks which are respectively arranged on the left side and the right side of the lower lining plate, and the horizontal limiting blocks are fixedly connected with the lower support plate.
5. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 4, wherein: the transverse limiting block is connected with the lower support plate through screws.
6. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 4, wherein: the bottom of the transverse limiting block is embedded into the groove.
7. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 1, wherein: the lower support plate is characterized by further comprising longitudinal limiting blocks which are respectively arranged on the front side and the rear side of the lower support plate, the longitudinal limiting blocks are abutted against the lower support plate, and the longitudinal limiting blocks and the lower support plate are fixed through vertically arranged second shear pins.
8. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 1, wherein: the top surface of the upper spherical surface sliding plate and the upper spherical surface have the same curvature radius, and the bottom surface of the lower spherical surface sliding plate and the lower spherical surface have the same curvature radius.
9. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 8, wherein: the upper spherical surface and the lower spherical surface have different curvature radiuses.
10. The novel variable-stiffness seismic mitigation and isolation bearing as claimed in claim 1, wherein: the friction coefficient between the upper spherical surface sliding plate and the upper spherical surface is different from the friction coefficient between the lower spherical surface sliding plate and the lower spherical surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921577279.4U CN210766429U (en) | 2019-09-20 | 2019-09-20 | Novel variable-rigidity shock absorption and isolation support |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921577279.4U CN210766429U (en) | 2019-09-20 | 2019-09-20 | Novel variable-rigidity shock absorption and isolation support |
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| Publication Number | Publication Date |
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| CN210766429U true CN210766429U (en) | 2020-06-16 |
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| CN201921577279.4U Active CN210766429U (en) | 2019-09-20 | 2019-09-20 | Novel variable-rigidity shock absorption and isolation support |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113463503A (en) * | 2021-06-28 | 2021-10-01 | 阳光学院 | Double-liner bridge damping support |
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2019
- 2019-09-20 CN CN201921577279.4U patent/CN210766429U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113463503A (en) * | 2021-06-28 | 2021-10-01 | 阳光学院 | Double-liner bridge damping support |
| CN113463503B (en) * | 2021-06-28 | 2023-02-10 | 阳光学院 | Double-liner-plate bridge damping support |
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| GR01 | Patent grant | ||
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| TR01 | Transfer of patent right |
Effective date of registration: 20240122 Address after: 611400 No. 799, hope road, Wujin street, Xinjin District, Chengdu, Sichuan (Industrial Park) Patentee after: Chengdu Xinzhu Transportation Technology Co.,Ltd. Country or region after: China Address before: 611430 Xinjin Industrial Park, Xinjin County, Chengdu City, Sichuan Province Patentee before: CHENGDU XINZHU ROAD & BRIDGE MACHINERY Co.,Ltd. Country or region before: China |