CN101956434A - Cross bracing type reinforced concrete energy consuming device - Google Patents
Cross bracing type reinforced concrete energy consuming device Download PDFInfo
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- CN101956434A CN101956434A CN 201010530170 CN201010530170A CN101956434A CN 101956434 A CN101956434 A CN 101956434A CN 201010530170 CN201010530170 CN 201010530170 CN 201010530170 A CN201010530170 A CN 201010530170A CN 101956434 A CN101956434 A CN 101956434A
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Abstract
The invention relates to a cross bracing type reinforced concrete energy consuming device, which belongs to the field of resistance and absorption of earthquake for construction structures, and overcomes the defects that the framework structure of reinforced concrete is small in lateral rigidity and easy to laterally sway under the action of the earthquake, and a traditional energy consuming device has the defects of high construction cost and large construction difficulty. The energy consuming device comprises a first and a second main bracings as well as a first and a second assistant bracings in a rectangular area ABCD, wherein the first main bracing is arranged on the diagonal AC of the rectangle ABCD; the second main bracing is arranged on the diagonal BD of the rectangle ABCD; or the first main bracing is arranged in the position deviating from a first vertex and a third vertex in a distance of 1 to 1.5 times the height of a framework beam, and is crossed with the upper edge and the lower edge of the rectangle ABCD; the second main bracing is arranged in the position deviating from a second vertex and a fourth vertex in a distance of 1 to 1.5 times the height of the framework beam, and is crossed with the upper edge and the lower edge of the rectangle ABCD; the assistant bracings are arranged on connecting lines of bisection points of four edges of the rectangle ABCD; the first and the second main bracings as well as the first and the second assistant bracings form a hollow grid; and when used as a filling wall, the hollow grid is filled with energy absorbing materials.
Description
Technical field
The present invention relates to a kind of steel concrete energy-dissipating device, belong to building structure aseismatic cushion technique field as the building structure first road anti-vibration defense lines.
Background technology
The earthquake meeting brings heavy casualties and enormous economic loss to the mankind, and earthquake disaster mostly is house collapse and causes, therefore improves the anti-seismic performance of building structure, and new construction is provided fortification against earthquakes, and existing earthquake resistant engineering is reinforced, greatly earthquake disaster mitigation.The shock resistance of structure depends on the energy dissipation capacity of the each several part of forming structure, and in antidetonation system, the each several part that consumes earthquake input energy is called anti-vibration defense lines.A good Aseismic Structure System should be provided with multiple defence line as far as possible, when destroying appears in certain part-structure, reduces or the forfeiture shock resistance, and remainder can stand out against geological process.
Reinforced concrete frame structure belongs to flexible structural system, and bigger lateral displacement takes place under geological process easily, causes member to take place to destroy even structural collapse; In order to improve the lateral rigidity of structure, reduce the lateral displacement of structure, arranging section shear wall in frame construction, constitute framework---shear wall structure, but the layout of shear wall makes the quality of structure and rigidity increase, and causes the also corresponding increase of the suffered geological process of structure.
Energy dissipation and damping control is the developing direction of seismic design of structures, and the energy-dissipating device and the damper kind of research and development are more at present, concludes to get up to mainly contain: (1) metal damper; (2) frcition damper; (3) viscous damper; (4) viscoelastic damper; (5) composite damper.These apparatus cost height, difficulty of construction are big, mainly in great building, use, and uncommon in the common buildings.
Summary of the invention
Technical problem to be solved by this invention is, it is little to overcome the reinforced concrete frame structure lateral rigidity, is easy to generate larger side under the geological process and moves and have now energy-dissipating device cost height, defective that difficulty of construction is big.
Technical scheme of the present invention:
Counterbracing formula steel concrete energy-dissipating device is included in first and second main braces in the ABCD rectangular area, inferior diagonal brace.
First main brace is arranged on the AC diagonal of ABCD rectangle, and second main brace is arranged on the BD diagonal of ABCD rectangle.
Or first main brace to be arranged on the distance that departs from first summit and the 3rd summit be that 1～1.5 times of framework deck-molding is located, and with the ABCD rectangle on following intersecting; It is that 1～1.5 times of framework deck-molding is located that second main brace is arranged on the distance that departs from second summit and the 4th summit, and with the ABCD rectangle on following intersecting.
Inferior diagonal brace is arranged on the connecting line of Along ent of ABCD rectangle four edges.
First and second main braces and time diagonal brace form the abortive haul lattice.
When serving as infilled wall, in the abortive haul lattice, fill energy-absorbing material.
The present invention compares the beneficial effect that is had with prior art:
1) counterbracing formula steel concrete energy-dissipating device is compared with arranging reinforced concrete shear wall, light weight, and the rigidity appropriateness is being exceeded the lateral displacement that has reduced structure under the situation that increases the suffered geological process of structure.
2) energy-dissipating device is made up of a plurality of counterbracings, and its energy dissipation capacity is greatly improved than framework, shear wall, and compares with existing energy-dissipating device, and cheap, difficulty of construction is little.
When 3) counterbracing formula steel concrete energy-dissipating device is arranged in the frame construction, under geological process, serve as the first line of defence, dissipate the energy of whole or most of earthquake inputs, make original single track anti-vibration defense lines structure become multiple tracks anti-vibration defense lines structure.
4) counterbracing formula steel concrete energy-dissipating device uses flexibly, both can only use as energy-dissipating device, but packing material uses as partition wall again.
Description of drawings
Fig. 1 is the counterbracing formula steel concrete energy-dissipating device front view of main brace by the summit.
Fig. 2 is the counterbracing formula steel concrete energy-dissipating device left view of main brace by the summit.
Fig. 3 is the counterbracing formula steel concrete energy-dissipating device use schematic diagram of main brace by the summit.
Fig. 4 is the counterbracing formula steel concrete energy-dissipating device front view that main brace does not pass through the summit.
Fig. 5 is the counterbracing formula steel concrete energy-dissipating device left view that main brace does not pass through the summit.
Fig. 6 is that main brace does not use schematic diagram by the counterbracing formula steel concrete energy-dissipating device on summit.
Fig. 7 is that 1: 1 o'clock energy-dissipating property is analyzed schematic diagram for the framework depth-width ratio.
Fig. 8 is that 2: 3 o'clock energy-dissipating properties are analyzed schematic diagram for the framework depth-width ratio.
Fig. 9 is that 3: 2 o'clock energy-dissipating properties are analyzed schematic diagram for the framework depth-width ratio.
The specific embodiment
The invention provides a kind of counterbracing formula steel concrete energy-dissipating device, the present invention will be further described below by description of drawings and the specific embodiment.
Counterbracing formula steel concrete energy-dissipating device is seen Fig. 1～Fig. 6, and this energy-dissipating device is included in first and second main braces in the ABCD rectangular area, inferior diagonal brace.
First main brace 1 is arranged on the AC diagonal of ABCD rectangle, and second main brace 2 is arranged on the BD diagonal of ABCD rectangle;
Or first main brace 1 to be arranged on the distance that departs from the first summit A and the 3rd summit C be that 1～1.5 times of framework deck-molding is located, and with the ABCD rectangle on following intersecting; It is that 1～1.5 times of framework deck-molding is located that second main brace 2 is arranged on the distance that departs from the second summit B and the 4th summit D, and with the ABCD rectangle on following intersecting;
Inferior diagonal brace 3 is arranged on the connecting line of Along ent of ABCD rectangle four edges.
First and second main braces and time diagonal brace form the abortive haul lattice, only use as the power consumption member.
When serving as infilled wall, in the abortive haul lattice, fill energy-absorbing material, energy-absorbing material adopts following any material: regeneration EPS light weight aggregate concrete, gas concrete, plant fiber-cement sill, haydite concrete etc.
For further specifying the energy-dissipating property of counterbracing formula steel concrete energy-dissipating device, select three energy-dissipating devices, be respectively applied for depth-width ratio and be in 1: 1,2: 3,3: 2 the framework, carried out the numerical simulation under the horizontal reciprocating, after the result shows the interpolation energy-dissipating device, energy dissipation capacity is respectively 1.876 times, 2.069 times, 1.711 times of former framework, and rigidity is significantly improved, and sees Fig. 7～Fig. 9.
Claims (3)
1. counterbracing formula steel concrete energy-dissipating device is characterized in that this energy-dissipating device is included in first and second main braces in the ABCD rectangular area, inferior diagonal brace;
First main brace (1) is arranged on the AC diagonal of ABCD rectangle, and second main brace (2) is arranged on the BD diagonal of ABCD rectangle;
Or first main brace (1) to be arranged on the distance that departs from first summit (A) and the 3rd summit (C) be that 1～1.5 times of framework deck-molding is located, and with the ABCD rectangle on following intersecting; It is that 1～1.5 times of framework deck-molding is located that second main brace (2) is arranged on the distance that departs from second summit (B) and the 4th summit (D), and with the ABCD rectangle on following intersecting;
Inferior diagonal brace is arranged on the connecting line of Along ent of ABCD rectangle four edges;
First and second main braces and time diagonal brace form the abortive haul lattice.
2. according to the described counterbracing formula of claim 1 steel concrete energy-dissipating device, it is characterized in that, in the abortive haul lattice, fill energy-absorbing material.
3. according to the described counterbracing formula of claim 2 steel concrete energy-dissipating device, it is characterized in that energy-absorbing material comprises: regeneration EPS light weight aggregate concrete, gas concrete, plant fiber-cement sill or haydite concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010530170 CN101956434A (en) | 2010-11-02 | 2010-11-02 | Cross bracing type reinforced concrete energy consuming device |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010530170 CN101956434A (en) | 2010-11-02 | 2010-11-02 | Cross bracing type reinforced concrete energy consuming device |
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| CN101956434A true CN101956434A (en) | 2011-01-26 |
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| CN 201010530170 Pending CN101956434A (en) | 2010-11-02 | 2010-11-02 | Cross bracing type reinforced concrete energy consuming device |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102912889A (en) * | 2012-11-06 | 2013-02-06 | 沈阳建筑大学 | Double-face inclined rib anti-buckling damping steel plate wall |
| CN103669651A (en) * | 2013-12-26 | 2014-03-26 | 北京工业大学 | Infilled wall with build-in cross steel bars and manufacturing method of infilled wall |
| CN103758360A (en) * | 2014-01-28 | 2014-04-30 | 河海大学 | RC frame-internal infilled wall structure with profiled steel sheet support and reinforcing method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2097238U (en) * | 1991-09-29 | 1992-02-26 | 天津市建筑材料工业设计院 | Against shock structure member supported with reinforced concrete sway rod for frame |
| WO1996035023A1 (en) * | 1992-06-12 | 1996-11-07 | Heydon John J | Improved building structure and method of use |
| JPH10331318A (en) * | 1997-06-03 | 1998-12-15 | Yoshiharu Yamamoto | Wall frame for wooden framework in wooden building |
| CN2791137Y (en) * | 2005-05-13 | 2006-06-28 | 北京工业大学 | Concrete combine tube with built-in steel girder |
| CN2809065Y (en) * | 2005-08-05 | 2006-08-23 | 北京工业大学 | Reinforced concrete limited support |
| CN1333141C (en) * | 2005-07-08 | 2007-08-22 | 北京工业大学 | Combined concrete shear wall with built-in eccentric supporting steel truss and its making method |
| CN201310202Y (en) * | 2008-10-13 | 2009-09-16 | 宋泳桦 | Unitized lifting functional house |
-
2010
- 2010-11-02 CN CN 201010530170 patent/CN101956434A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2097238U (en) * | 1991-09-29 | 1992-02-26 | 天津市建筑材料工业设计院 | Against shock structure member supported with reinforced concrete sway rod for frame |
| WO1996035023A1 (en) * | 1992-06-12 | 1996-11-07 | Heydon John J | Improved building structure and method of use |
| JPH10331318A (en) * | 1997-06-03 | 1998-12-15 | Yoshiharu Yamamoto | Wall frame for wooden framework in wooden building |
| CN2791137Y (en) * | 2005-05-13 | 2006-06-28 | 北京工业大学 | Concrete combine tube with built-in steel girder |
| CN1333141C (en) * | 2005-07-08 | 2007-08-22 | 北京工业大学 | Combined concrete shear wall with built-in eccentric supporting steel truss and its making method |
| CN2809065Y (en) * | 2005-08-05 | 2006-08-23 | 北京工业大学 | Reinforced concrete limited support |
| CN201310202Y (en) * | 2008-10-13 | 2009-09-16 | 宋泳桦 | Unitized lifting functional house |
Non-Patent Citations (1)
| Title |
|---|
| 《西安建筑科技大学博士学位论文》 20060720 刘清山 抗震剪力墙小跨高比连梁的理论分析及试验研究 第1.2.5节 1－3 , 2 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102912889A (en) * | 2012-11-06 | 2013-02-06 | 沈阳建筑大学 | Double-face inclined rib anti-buckling damping steel plate wall |
| CN103669651A (en) * | 2013-12-26 | 2014-03-26 | 北京工业大学 | Infilled wall with build-in cross steel bars and manufacturing method of infilled wall |
| CN103669651B (en) * | 2013-12-26 | 2017-01-11 | 北京工业大学 | Infilled wall with build-in cross steel bars and manufacturing method of infilled wall |
| CN103758360A (en) * | 2014-01-28 | 2014-04-30 | 河海大学 | RC frame-internal infilled wall structure with profiled steel sheet support and reinforcing method |
| CN103758360B (en) * | 2014-01-28 | 2016-02-10 | 河海大学 | There is RC framework-Nei infilled wall structure and the reinforcement means of profiled sheet support |
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Open date: 20110126 |