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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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 9
- PCTMTFRHKVHKIS-BMFZQQSSSA-N (1s,3r,4e,6e,8e,10e,12e,14e,16e,18s,19r,20r,21s,25r,27r,30r,31r,33s,35r,37s,38r)-3-[(2r,3s,4s,5s,6r)-4-amino-3,5-dihydroxy-6-methyloxan-2-yl]oxy-19,25,27,30,31,33,35,37-octahydroxy-18,20,21-trimethyl-23-oxo-22,39-dioxabicyclo[33.3.1]nonatriaconta-4,6,8,10 Chemical compound C1C=C2C[C@@H](OS(O)(=O)=O)CC[C@]2(C)[C@@H]2[C@@H]1[C@@H]1CC[C@H]([C@H](C)CCCC(C)C)[C@@]1(C)CC2.O[C@H]1[C@@H](N)[C@H](O)[C@@H](C)O[C@H]1O[C@H]1/C=C/C=C/C=C/C=C/C=C/C=C/C=C/[C@H](C)[C@@H](O)[C@@H](C)[C@H](C)OC(=O)C[C@H](O)C[C@H](O)CC[C@@H](O)[C@H](O)C[C@H](O)C[C@](O)(C[C@H](O)[C@H]2C(O)=O)O[C@H]2C1 PCTMTFRHKVHKIS-BMFZQQSSSA-N 0.000 claims abstract description 24
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims abstract description 10
- 239000011358 absorbing material Substances 0.000 claims abstract description 6
- 239000004567 concrete Substances 0.000 claims description 21
- 239000000463 material Substances 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 2
- 239000000835 fiber Substances 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 7
- 238000006073 displacement reaction Methods 0.000 abstract description 4
- 230000007547 defect Effects 0.000 abstract 1
- 239000000945 filler Substances 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 15
- 239000010959 steel Substances 0.000 description 15
- 238000000034 method Methods 0.000 description 7
- 238000010586 diagram Methods 0.000 description 5
- 230000007123 defense Effects 0.000 description 4
- 238000000465 moulding Methods 0.000 description 4
- 230000035939 shock Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 230000000116 mitigating effect Effects 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000008929 regeneration Effects 0.000 description 1
- 238000011069 regeneration method Methods 0.000 description 1
- 238000012827 research and development Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
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Abstract
交叉斜撑式钢筋混凝土耗能装置，属于建筑结构抗震减震领域。该耗能装置克服了钢筋混凝土框架结构侧向刚度小，地震作用下容易产生较大侧移以及现有耗能装置造价高、施工难度大的缺陷。该耗能装置包括在ABCD矩形区域内的第一和第二主斜撑、次斜撑；第一主斜撑设置在ABCD矩形的AC对角线上，第二主斜撑设置在ABCD矩形的BD对角线上；或第一主斜撑设置在偏离第一顶点和第三顶点的距离为框架梁高的1～1.5倍处，并与ABCD矩形上下边相交；第二主斜撑设置在偏离第二顶点和第四顶点的距离为框架梁高的1～1.5倍处，并与ABCD矩形上下边相交；次斜撑设置在ABCD矩形四条边的等分点的连接线上；第一和第二主斜撑和次斜撑形成空网格；充当填充墙时，在空网格中填充吸能材料。
The utility model relates to a cross-bracing type reinforced concrete energy dissipation device, which belongs to the field of anti-seismic and shock-absorbing of building structures. The energy-dissipating device overcomes the defects of low lateral stiffness of the reinforced concrete frame structure, large lateral displacement easily produced under earthquake action, high cost and difficult construction of the existing energy-dissipating device. The energy dissipation device includes first and second main diagonal braces and secondary diagonal braces in the ABCD rectangular area; the first main diagonal braces are arranged on the AC diagonal of the ABCD rectangle, and the second main diagonal braces are arranged on the ABCD rectangle. BD diagonal; or the first main brace is set at a distance of 1 to 1.5 times the height of the frame beam from the first vertex and the third vertex, and intersects with the upper and lower sides of the ABCD rectangle; the second main brace is set at The distance away from the second vertex and the fourth vertex is 1 to 1.5 times the height of the frame beam, and intersects with the upper and lower sides of the ABCD rectangle; the secondary brace is set on the connecting line of the four sides of the ABCD rectangle; the first and The second primary and secondary braces form an empty grid; when acting as a filler wall, the empty grid is filled with energy-absorbing material.
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)
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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| 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 |