CN205012494U - Viscoplasticity power consumption antidetonation system - Google Patents
Viscoplasticity power consumption antidetonation system Download PDFInfo
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- CN205012494U CN205012494U CN201520787353.0U CN201520787353U CN205012494U CN 205012494 U CN205012494 U CN 205012494U CN 201520787353 U CN201520787353 U CN 201520787353U CN 205012494 U CN205012494 U CN 205012494U
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- steel plate
- shear wall
- viscoelastic
- power consumption
- frame
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Abstract
The utility model provides a viscoplasticity power consumption antidetonation system belongs to building antidetonation field. The steel structure damping power consumption system that should be equipped with the viscoelastic damper ware includes the frame and sets up viscoelastic damper ware and the ripple steel sheet shear force wall in the frame, the upper portion of viscoelastic damper ware and the upper portion of frame are connected, the lower part of viscoelastic damper ware with ripple steel sheet shear force wall is connected, the sub -unit connection of connecting piece and frame, both sides and frame separation are passed through to the lower part of ripple steel sheet shear force wall.
Description
Technical field
The utility model belongs to building aseismicity field, is specifically related to a kind of viscoplasticity power consumption antidetonation system.
Background technology
In modern architecture, for traditional steel plate shear force wall Lateral Resistant System, be widely used in Practical Project because it has the advantages such as bearing capacity is high, ductility good, energy dissipation capacity is strong.In order to eliminate the infringement to conventional steel plates shear wall under thin tail sheep, viscoelastic damper is applied in steel frame, meanwhile introduces displacement limits mechanism, make viscoelastic damper under thin tail sheep, produce shearing lag return distortion, dissipate the seismic energy inputted, and reduces the vibrations reaction of structure.In addition in order to make full use of the strength and ductility of steel plate materials, the outer elastic instability problem of plane of thin steel plate shear wall must be solved, corrugated steel shear wall is arranged in steel frame, larger Out-of Plane Stiffness is provided by the geometry outside its face, make self not easily flexing to occur, shear behavior is better than plain plate, improves the flexural property of body of wall.
Utility model content
The purpose of this utility model is to solve the difficult problem existed in above-mentioned prior art, a kind of viscoplasticity power consumption antidetonation system is provided, eliminate under thin tail sheep the infringement of conventional steel plates shear wall, secondly plain plate is replaced to strengthen the shear-carrying capacity of structure with corrugated steel, solve the out-of-plane elastic instability problem of plain plate shear wall, better play the strength and ductility of steel plate materials.
The utility model is achieved through the following technical solutions:
A kind of viscoplasticity power consumption antidetonation system, is characterized in that: comprise framework and the viscoelastic damper be arranged in framework and corrugated steel shear wall;
The top of described viscoelastic damper is connected with the top of framework, and the bottom of described viscoelastic damper is connected with described corrugated steel shear wall;
The bottom of described corrugated steel shear wall is connected with the bottom of framework by connector, both sides and framework apart.
As the further restriction to the technical program, described framework comprises the two frame girders of two frame columns and the horizontally set longitudinally arranged, and one end of every root Vierendeel girder is all connected with a frame column, and the other end is all connected with another root frame column;
The top of described viscoelastic damper is connected with the described Vierendeel girder of top, and bottom is connected with described corrugated steel shear wall, and the bottom of described corrugated steel shear wall is connected by connector with the described Vierendeel girder of below;
The both sides of described corrugated steel shear wall are all separated with two frame columns.
As the further restriction to the technical program, described viscoelastic damper comprises one group of viscoelastic damping device, each viscoelastic damping device comprises the outer steel plate of interior steel plate and U-shaped, a part for described interior steel plate is inserted in the U-shaped structure of described outer steel plate, viscoelastic material is equipped with between the both sides of described interior steel plate and described outer steel plate, described outer steel plate, viscoelastic material and interior steel plate have through hole, and peg is through this through hole; The inwall compact siro spinning technology of the through hole on the external cylindrical surface of described peg and described interior steel plate, and have gap between the inwall of the through hole of described outer steel plate; The two ends place passing described outer steel plate at described peg is provided with pad;
The part of stretching out described outer steel plate at described interior steel plate has bolt hole, for being connected with described corrugated steel shear wall.
As the further restriction to the technical program, the two sides of described viscoelastic material and interior steel plate and and the medial surface of outer steel plate be all be bonded into as a whole by the method for HTHP sulfuration.
As the further restriction to the technical program, the top of each described viscoelastic damping device is all connected with the bottom flange of the described Vierendeel girder of top by the mode of welding, and described viscoelastic damping device is all connected with described corrugated steel shear wall by the bolt installed in described bolt hole by bottom.
As the further restriction to the technical program, described corrugated steel shear wall is horizontal honeycomb-type structural;
Described Vierendeel girder and frame column all adopt i shaped steel;
Be welded with end plate respectively at the two ends of described Vierendeel girder, by node bolt, described end plate be connected with frame column;
Described connector is splice bar.
Compared with prior art, the beneficial effects of the utility model are: viscoelastic damper combines with steel frame corrugated steel shear wall by the utility model, steel frame bears whole vertical load and overturning moment as structural edge component, viscoelastic damper and corrugated steel shear wall are built in steel frame bears whole lateral force, can the anti-side rigidity of significantly lift frame, reduce the sidesway of structure itself; First little shake or high wind load (first stage) is resisted by viscoelastic damper by the shearing lag return distortion of viscoelastic material in antidetonation process, under middle shake or macroseism load action, viscoelastic damper no longer produces shear strain and consumes energy, but lateral force is passed to horizontal corrugated steel shear wall, carry out earthquake energy (second stage) by corrugated steel shear wall, reach the object of damping power consumption.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model.
Fig. 2 is the front view at A place in Fig. 1.
Fig. 3 is first perspective view at A place in Fig. 1.
Fig. 4 is second structural representation at A place in Fig. 1.
Fig. 5 is B place detail drawing in Fig. 1.
Fig. 6 is C place first structural representation in Fig. 1.
Fig. 7 is C place second structural representation in Fig. 1.
Fig. 8 is the bolt at C place in Fig. 1.
In figure, 1-frame column, 2-Vierendeel girder, 3-splice bar, 4-end plate, 5-node bolt, B-corrugated steel shear wall, C-viscoelastic damper.
Detailed description of the invention
Below in conjunction with accompanying drawing, the utility model is described in further detail:
As shown in Figures 1 to 8, the utility model comprises framework and the viscoelastic damper C be arranged in framework and corrugated steel shear wall B;
The described top of viscoelastic damper C is connected with the top of framework, and the bottom of described viscoelastic damper C is connected with described corrugated steel shear wall B;
The bottom of described corrugated steel shear wall B is connected with the bottom of framework by connector, both sides and framework apart.
Described framework comprises the two frame girders 2 of two frame columns 1 and horizontally set longitudinally arranged, and one end of every root Vierendeel girder 2 is all connected with a frame column 1, and the other end is all connected with another root frame column 1;
The top of described viscoelastic damper C is connected with the described Vierendeel girder 2 of top, and bottom is connected with described corrugated steel shear wall B, and the described bottom of corrugated steel shear wall B is connected by connector with the described Vierendeel girder 2 of below;
The both sides of described corrugated steel shear wall B are all separated with two frame columns 1.
Described corrugated steel shear wall B is horizontal honeycomb-type structural;
Described Vierendeel girder 2 and frame column 1 all adopt i shaped steel;
Be welded with end plate 4 respectively at the two ends of described Vierendeel girder 2, by node bolt 5, described end plate 4 be connected with frame column 1;
Described connector is splice bar 3.
Described steel frame comprises frame column 1 and Vierendeel girder 2, and the connected mode of frame column 1 and Vierendeel girder 2 adopts the board-like connection of two ends overhanging end, and namely Vierendeel girder 2 and end plate 4 are by being welded to connect, and end plate 4 is connected by node bolt 5 with frame column 1; Described viscoelastic damper C top and Vierendeel girder 2 bottom flange are by being welded to connect, and bottom and corrugated steel shear wall B are bolted, corrugated steel shear wall B and the splice bar 3 being welded in Vierendeel girder 2
(splice bar 3 plays the effect connecting corrugated steel shear wall B and Vierendeel girder 2, plays the effect of transmitting load simultaneously) by being welded to connect, corrugated steel shear wall B both sides are separated with frame column 1.
Described viscoelastic damper C comprises one group of viscoelastic damping device, and viscoelastic damping device concrete structure, as shown in Fig. 6,7 and 8, is made up of with bolt hole 45 the outer steel plate 42 of U-shaped, interior steel plate 41, viscoelastic material 43, peg 45, pad 44.A part for described interior steel plate 41 is inserted in the U-shaped structure of outer steel plate 42, between the both sides and outer steel plate 42 of interior steel plate 41, be equipped with viscoelastic material 43, and viscoelastic material 43 and steel plate are that to make it be bonded into by the method for HTHP sulfuration as a whole; Outside steel plate 42, viscoelastic material 43 and interior steel plate 41 have through hole, peg 45 is through through hole; Through-hole wall compact siro spinning technology on the external cylindrical surface of peg 45 and interior steel plate 41, and and between the through-hole wall of outer steel plate 42, leave certain gap 46; The two ends place passing outer steel plate 42 at described peg 45 is provided with pad 44.The top of each described viscoelastic damping device is all connected with the bottom flange of the described Vierendeel girder 2 of top by the mode of welding, and the part of stretching out described outer steel plate 42 at described interior steel plate 41 has bolt hole 45, for being connected with described corrugated steel shear wall B.
Viscoelastic material 43 and steel plate are that to make it be bonded into by the method for HTHP sulfuration as a whole, peg 45 is arranged to introduce displacement limits mechanism, through-hole wall compact siro spinning technology on the external cylindrical surface of peg 45 and interior steel plate, being bondd by cementing agent is fixed on interior steel plate 41 through-hole wall, and and between the through-hole wall of outer steel plate 42, leave certain gap 46, the value of reserving gaps should be less than the yield displacement of viscoelastic material, dissipation energy is carried out by the shear strain of viscoelastic material 43 when displacement is less than reserving gaps 46, when displacement exceedes reserving gaps, the external cylindrical surface of peg 45 contacts with outer steel plate 42, viscoelastic material 43 can not produce shear strain, but by peg 45, load is passed to corrugated steel shear wall B.
Described viscoelastic material 43 adopts high molecular polymer, and major part is acrylate copolymer or glass state material, and natural rubber can be adopted as viscoelastic material.
Technique scheme is a kind of embodiment of the present utility model, for those skilled in the art, on the basis that the utility model discloses application process and principle, be easy to make various types of improvement or distortion, and the method be not limited only to described by the above-mentioned detailed description of the invention of the utility model, therefore previously described mode is just preferred, and does not have restrictive meaning.
Claims (6)
1. a viscoplasticity power consumption antidetonation system, is characterized in that: comprise framework and the viscoelastic damper be arranged in framework and corrugated steel shear wall;
The top of described viscoelastic damper is connected with the top of framework, and the bottom of described viscoelastic damper is connected with described corrugated steel shear wall;
The bottom of described corrugated steel shear wall is connected with the bottom of framework by connector, both sides and framework apart.
2. viscoplasticity power consumption antidetonation system according to claim 1, it is characterized in that: described framework comprises the two frame girders of two frame columns and the horizontally set longitudinally arranged, one end of every root Vierendeel girder is all connected with a frame column, and the other end is all connected with another root frame column;
The top of described viscoelastic damper is connected with the described Vierendeel girder of top, and bottom is connected with described corrugated steel shear wall, and the bottom of described corrugated steel shear wall is connected by connector with the described Vierendeel girder of below;
The both sides of described corrugated steel shear wall are all separated with two frame columns.
3. viscoplasticity power consumption antidetonation system according to claim 2, it is characterized in that: described viscoelastic damper comprises one group of viscoelastic damping device, each viscoelastic damping device comprises the outer steel plate of interior steel plate and U-shaped, a part for described interior steel plate is inserted in the U-shaped structure of described outer steel plate, viscoelastic material is equipped with between the both sides of described interior steel plate and described outer steel plate, described outer steel plate, viscoelastic material and interior steel plate have through hole, and peg is through this through hole; The inwall compact siro spinning technology of the through hole on the external cylindrical surface of described peg and described interior steel plate, and have gap between the inwall of the through hole of described outer steel plate; The two ends place passing described outer steel plate at described peg is provided with pad;
The part of stretching out described outer steel plate at described interior steel plate has bolt hole, for being connected with described corrugated steel shear wall.
4. viscoplasticity according to claim 3 power consumption antidetonation system, is characterized in that: the two sides of described viscoelastic material and interior steel plate and and the medial surface of outer steel plate be all be bonded into as a whole by the method for HTHP sulfuration.
5. viscoplasticity power consumption antidetonation system according to claim 4, it is characterized in that: the top of each described viscoelastic damping device is all connected with the bottom flange of the described Vierendeel girder of top by the mode of welding, and described viscoelastic damping device is all connected with described corrugated steel shear wall by the bolt installed in described bolt hole by bottom.
6. viscoplasticity power consumption antidetonation system according to claim 5, is characterized in that: described corrugated steel shear wall is horizontal honeycomb-type structural;
Described Vierendeel girder and frame column all adopt i shaped steel;
Be welded with end plate respectively at the two ends of described Vierendeel girder, by node bolt, described end plate be connected with frame column;
Described connector is splice bar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520787353.0U CN205012494U (en) | 2015-10-12 | 2015-10-12 | Viscoplasticity power consumption antidetonation system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520787353.0U CN205012494U (en) | 2015-10-12 | 2015-10-12 | Viscoplasticity power consumption antidetonation system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205012494U true CN205012494U (en) | 2016-02-03 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
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| CN201520787353.0U Expired - Fee Related CN205012494U (en) | 2015-10-12 | 2015-10-12 | Viscoplasticity power consumption antidetonation system |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105201260A (en) * | 2015-10-12 | 2015-12-30 | 济南大学 | Steel structure seismic-reduction energy-dissipation system provided with viscoelastic damper and design method |
| CN106760019A (en) * | 2016-12-30 | 2017-05-31 | 上海建工集团股份有限公司 | One kind shearing corrugated web damper |
| CN108331418A (en) * | 2018-04-27 | 2018-07-27 | 安徽建工集团有限公司 | Modular assembly formula mixing control house structural system |
| CN111851788A (en) * | 2020-08-06 | 2020-10-30 | 同济大学 | Design method of adjustable corrugated steel plate-lead composite dual-function component |
| CN113494143A (en) * | 2020-04-06 | 2021-10-12 | 同济大学 | Corrugated steel plate wall-rotating lead damper dual-function composite damping device and dual-stage anti-seismic control method thereof |
-
2015
- 2015-10-12 CN CN201520787353.0U patent/CN205012494U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105201260A (en) * | 2015-10-12 | 2015-12-30 | 济南大学 | Steel structure seismic-reduction energy-dissipation system provided with viscoelastic damper and design method |
| CN106760019A (en) * | 2016-12-30 | 2017-05-31 | 上海建工集团股份有限公司 | One kind shearing corrugated web damper |
| CN108331418A (en) * | 2018-04-27 | 2018-07-27 | 安徽建工集团有限公司 | Modular assembly formula mixing control house structural system |
| CN108331418B (en) * | 2018-04-27 | 2024-05-07 | 安徽建工集团股份有限公司 | Modular assembled hybrid control house structure system |
| CN113494143A (en) * | 2020-04-06 | 2021-10-12 | 同济大学 | Corrugated steel plate wall-rotating lead damper dual-function composite damping device and dual-stage anti-seismic control method thereof |
| CN111851788A (en) * | 2020-08-06 | 2020-10-30 | 同济大学 | Design method of adjustable corrugated steel plate-lead composite dual-function component |
| CN111851788B (en) * | 2020-08-06 | 2021-11-16 | 同济大学 | Adjustable corrugated steel plate-lead composite dual-functional component |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160203 Termination date: 20161012 |