JPH02101269A - Vibration damping/amplifying device for structure - Google Patents
Vibration damping/amplifying device for structureInfo
- Publication number
- JPH02101269A JPH02101269A JP25376988A JP25376988A JPH02101269A JP H02101269 A JPH02101269 A JP H02101269A JP 25376988 A JP25376988 A JP 25376988A JP 25376988 A JP25376988 A JP 25376988A JP H02101269 A JPH02101269 A JP H02101269A
- Authority
- JP
- Japan
- Prior art keywords
- lever
- point
- floor
- damper
- load point
- 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.)
- Pending
Links
- 238000013016 damping Methods 0.000 title claims abstract description 25
- 230000003321 amplification Effects 0.000 claims description 10
- 238000003199 nucleic acid amplification method Methods 0.000 claims description 10
- 238000006073 displacement reaction Methods 0.000 abstract description 9
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Vibration Prevention Devices (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は構造物の風、地震等の外力による振動を低減す
るための振動減衰増幅装置に係るものである。DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to a vibration damping and amplification device for reducing vibrations caused by external forces such as wind and earthquakes in structures.
（従来の技術）
構造物の地震応答を低減させるためには、構造物の減衰
抵抗を大きくすることが有効であることは周知の事実で
ある。(Prior Art) It is a well-known fact that increasing the damping resistance of a structure is effective in reducing the seismic response of the structure.
しかし、現実に存在する減衰抵抗は、減衰定数にして０
．０１−０．０５という微小な値であり、地震応答を大
きく低減させるには至っていない。However, the damping resistance that actually exists has a damping constant of 0.
．． This is a very small value of 0.01-0.05, and has not resulted in a significant reduction in seismic response.
（発明が解決しようとする課題） 減衰抵抗は、一般に構造物の地震応答速度に比例する。(Problem to be solved by the invention) Damping resistance is generally proportional to the seismic response speed of the structure.
本発明は、前記の梃子を用いて応答速度を増巾すると同
時に、ダンパーの小さな減衰抵抗を梃子の原理を利用し
て、更に増申し、その結果として大きな減衰効果を構造
物に付与しようとするものである。The present invention attempts to increase the response speed by using the above-mentioned lever, and at the same time further increase the small damping resistance of the damper by using the lever principle, thereby imparting a large damping effect to the structure. It is something.
（課題を解決するための手段）
前記の目的を達成するため、本発明に係る構造物におけ
る振動減衰増幅装置は、構造物の上層と下層との中間部
の下層に立設された支点に梃子を回転自在に支持し、同
梃子における荷重点を上層に接続するとともに、力点を
ダンパーに接続して構成されている。(Means for Solving the Problems) In order to achieve the above object, a vibration damping amplification device for a structure according to the present invention is provided with a vibration damping amplification device for a structure that uses a lever on a fulcrum that is erected in the lower layer of the intermediate layer between the upper layer and the lower layer of the structure. The lever is rotatably supported, the load point of the lever is connected to the upper layer, and the force point is connected to the damper.
（作用）
本発明によれば前記したように、構造物の上層と下層と
の中間部の支点に回転自在に支持された梃子の荷重点及
び力点が、夫々上層並にダンパーに接続されているので
、前記梃子における力点の水平変位が荷重点における地
震時等の水平変位に対して、梃子のアームの長さの比λ
倍に増幅され、従って前記力点における運動速度も、前
記荷重点における運動速度のλ倍となる。(Function) According to the present invention, as described above, the load point and force point of the lever rotatably supported on the fulcrum at the intermediate portion between the upper layer and the lower layer of the structure are connected to the upper layer and the damper, respectively. Therefore, the horizontal displacement of the force point on the lever is the ratio λ of the arm length of the lever to the horizontal displacement at the load point during an earthquake, etc.
Therefore, the speed of movement at the force point is also λ times the speed of movement at the load point.
この結果、梃子の原理によって前記荷重点を介して構造
物に伝達される減衰抵抗は、前記力点に作用する減衰抵
抗の更にλ倍に増幅される。As a result, the damping resistance transmitted to the structure via the load point according to the lever principle is further amplified by λ times the damping resistance acting on the force point.
（実施例） 以下本発明を図面について説明する。(Example) The present invention will be explained below with reference to the drawings.
第３図は本発明の原理を示す模式図で、Ａは構造物を代
表する質点系モデルを示す。同質点ＡにＢＣＤで示す梃
子が連結され、同梃子の荷重点Ｂが質点Ａに接続され、
力点りがダンパー（Ｅ）に接続される。０点は支点で、
梃子ＢＣＤは同支点Ｃを中心として回転が可能である。FIG. 3 is a schematic diagram showing the principle of the present invention, and A shows a mass point system model representing a structure. A lever indicated by BCD is connected to the homogeneous point A, and the load point B of the lever is connected to the mass point A,
The stress point is connected to the damper (E). 0 point is the fulcrum,
The lever BCD can rotate around the fulcrum C.
いま質点Ａに接続されたＢ点の地震時の水平変位をＸ、
ダンパー已に接続されたＤ点の水平変位をｙとすると、
梃子のアームの長さの比によって、Ｄ点における水平変
位ｙはＢ点における水平変位Ｘのλ倍に増幅される。従
ってＢ点及びＤ点における運動速度ＶＸ、Ｖ、 の間に
も、Ｖ、＝、ＩＶｘ、即ち９＝λにという関係が成立す
る。The horizontal displacement of point B, which is now connected to mass point A, during the earthquake is X,
If the horizontal displacement of point D connected to the damper is y, then
Depending on the ratio of the lengths of the arms of the lever, the horizontal displacement y at point D is amplified by λ times the horizontal displacement X at point B. Therefore, between the motion velocities VX and V at points B and D, the relationship V,=IVx, that is, 9=λ, also holds true.
前記ダンパーＥの減衰係数をＣｙとすると、Ｄ点に作用
する減衰抵抗はＣｙ ・９となり、梃子の原理によって
Ｂ点を介して質点Ａに伝達される減衰抵抗Ｃｗは更にλ
倍に増幅される。以上を数式％式％
即ち質点の減衰係数ＣＸは、ダンパーＥの減衰係数Ｃ７
の１２倍に増幅される。If the damping coefficient of the damper E is Cy, then the damping resistance acting on point D is Cy ・9, and the damping resistance Cw transmitted to mass point A via point B according to the lever principle is further λ
amplified twice. The above is expressed as the formula % Formula % In other words, the damping coefficient CX of the mass point is the damping coefficient C7 of the damper E.
is amplified 12 times.
第１図及び第２図は本発明の一実施例を示し、下層階の
床（１）に立設、固定した支持台（２）に垂直の梃子（
３）を支点Ｃにおいて回転自在に支持し、同梃子（３）
の上端部の荷重点Ｂを上層階の床（４）に接続し、下端
部の力点りを下層階（１）に設置されたダンパー（５）
に接続する。Figures 1 and 2 show an embodiment of the present invention, in which a vertical lever (
3) is rotatably supported at the fulcrum C, and the lever (3)
The load point B at the upper end is connected to the floor (4) on the upper floor, and the load point at the lower end is connected to the damper (5) installed on the lower floor (1).
Connect to.
梃子（３）のアーム比はλである。The arm ratio of lever (3) is λ.
図示の実施例は前記したように構成されているので、地
震時の層間変位Ｘはｙに増幅され、この結果、梃子（３
）を介して構造物の上層階に伝達される減衰抵抗は、梃
子（３）のアーム比によって大幅に増幅される。Since the illustrated embodiment is configured as described above, the interstory displacement X during an earthquake is amplified to y, and as a result, the lever (3
) to the upper floors of the structure is significantly amplified by the arm ratio of the lever (3).
第４図は本発明の他の実施例を示し、梃子（３）を支点
Ｃ両端部の長さが夫々ス２となる水平梃子に形成し、そ
の両端力点りを下層階の床（］）に設置したダンパー（
５）に接続し、梃子（３）における長さ！なる支点Ｃの
上方突出部（コ）の端部荷重点Ｂを上層階の床（４）に
接続したものである。FIG. 4 shows another embodiment of the present invention, in which the lever (3) is formed into a horizontal lever whose length at both ends of the fulcrum C is 2, and the force points at both ends are connected to the floor of the lower floor (]). The damper installed in (
5) and the length at lever (3)! The end load point B of the upwardly protruding portion (C) of the fulcrum C is connected to the floor (4) of the upper floor.
図中、前記実施例と均等部分には同一符号が附されてい
る。In the figure, parts equivalent to those of the above embodiment are given the same reference numerals.
第４図は減衰抵抗の増幅率を更に増大するため、前記第
４図に示す水平梃子（３Ａ）に垂直梃子（３Ｂ）を組合
せた実施例を示し、同垂直梃子（３Ｂ）は支持台（２）
の頂部の支点Ｃ′で支持され、上端荷重点Ｂ′が上層階
の床（４）に接続され、下端の力点となるビンＤ′が、
前記水平梃子（３）の上方突出部（３）の溝孔に可摺動
的に嵌合している。Figure 4 shows an embodiment in which the horizontal lever (3A) shown in Figure 4 is combined with a vertical lever (3B) in order to further increase the amplification factor of the damping resistance. 2)
The bin D' is supported at the fulcrum C' at the top of the bin, the upper end load point B' is connected to the floor (4) of the upper floor, and the lower end is the force point D'.
It is slidably fitted into a slot in the upper protrusion (3) of the horizontal lever (3).
第６図は減衰抵抗の増幅率を更に増大するため、複数の
梃子（３Ａ） （３Ｂ） （３Ｃ）を組合わせた実施例
を示し、前記梃子（３Ｃ） （３Ｂ）の上端荷重点Ｂ１
、Ｂ１と、その上位の梃子（３Ｂ） （３＾）の下端力
点Ｄ２、Ｄｌとが連結稈（６）によってピンを介して接
続され、最上位の梃子（３Ａ）の上端荷重点Ｂ１が上層
階の床（４）に接続され、最下位の梃子（３Ｃ）の下端
力点り、が、下Ｎ階の床（１）に設置されたダンパー（
５）に接続されている。FIG. 6 shows an embodiment in which a plurality of levers (3A) (3B) (3C) are combined in order to further increase the amplification factor of the damping resistance, and the upper end load point B1 of the levers (3C) (3B) is shown in FIG.
, B1 and the lower end force points D2 and Dl of the upper lever (3B) (3^) are connected via pins by the connecting culm (6), and the upper end force point B1 of the uppermost lever (3A) is The lower end of the lever (3C), which is connected to the floor (4) of the lower floor, is connected to the damper (1) installed on the floor (1) of the lower N floor.
5).
図中Ｃ＋、 Ｃｔ、 Ｃｓは夫々前記支持台（２）に設
けられた、前記各梃子（３Ａ） （３Ｂ） （３Ｇ）の
支点である。In the figure, C+, Ct, and Cs are the fulcrums of the levers (3A), (3B, and 3G) provided on the support base (2), respectively.
前記梃子をｎ台使用した場合、前記減衰抵抗の増幅率は
アームの長さ比λの約２ｎ乗倍、λ２″に増幅される。When n levers are used, the amplification factor of the attenuation resistor is amplified to λ2'', which is approximately 2n times the arm length ratio λ.
地震時における構造物の層間変位Ｘは、一般には２Ｇ以
下の微小な値であるが、梃子のアームの長さの比λ、梃
子の台数ｎによって所望の増幅が可能となる。The interstory displacement X of a structure during an earthquake is generally a small value of 2G or less, but desired amplification can be achieved by adjusting the ratio λ of the arm lengths of the levers and the number n of levers.
（発明の効果）
本発明は前記したように、構造物の上層と下層との中間
部に設けた支点に回転自在に支持された梃子の荷重点及
び力点を、夫々Ｌ層及びダンパーに接続したことによっ
て、構造物が振動するとき、前記梃子の荷重点を介して
構造物に伝達される減衰抵抗は梃子のアーム比によって
大幅に増幅され、構造物の地震応答、風による振動、及
び機械振動による増幅応答値が低減される。(Effects of the Invention) As described above, the present invention connects the load point and force point of the lever, which is rotatably supported on a fulcrum provided in the middle between the upper layer and the lower layer of the structure, to the L layer and the damper, respectively. Therefore, when the structure vibrates, the damping resistance transferred to the structure through the load points of the lever is significantly amplified by the arm ratio of the lever, which increases the seismic response of the structure, wind-induced vibration, and mechanical vibration. The amplification response value is reduced.
第１回及び第２回は夫々本発明に係る構造物における振
動減衰増幅装置の一実施例を示す斜視国益に縦断面図、
第３図は本発明の原理を示す模式図、第４図及び第５国
益に第６図は夫々本発明の他の各実施例を示す縦断面図
である。
（１）−下層階の床 （２）−支持台（３）−一梃子
（４）−・・上層階の床（５）−・−ダンパ
ー Ｂ−・−荷重点Ｃ−支点 Ｄ −力点
代理人 弁理士 岡 本 重 文
外２名The first and second parts are perspective views and vertical cross-sectional views showing one embodiment of the vibration damping amplification device for structures according to the present invention, respectively.
FIG. 3 is a schematic diagram showing the principle of the present invention, and FIGS. 4 and 5 are longitudinal sectional views showing other embodiments of the present invention. (1) - Lower floor floor (2) - Support stand (3) - One lever (4) - Upper floor floor (5) - Damper B - Load point C - Fulcrum D - Force point substitute Person Patent attorney: Shige Okamoto (2 persons)
Claims (1)
に梃子を回転自在に支持し、同梃子における荷重点を上
層に接続するとともに、力点をダンパーに接続してなる
ことを特徴とする構造物における振動減衰増幅装置。A lever is rotatably supported on a fulcrum installed in the lower layer between the upper and lower layers of the structure, and the load point of the lever is connected to the upper layer, and the force point is connected to the damper. Vibration damping amplification device for structures with
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP25376988A JPH02101269A (en) | 1988-10-11 | 1988-10-11 | Vibration damping/amplifying device for structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP25376988A JPH02101269A (en) | 1988-10-11 | 1988-10-11 | Vibration damping/amplifying device for structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH02101269A true JPH02101269A (en) | 1990-04-13 |
Family
ID=17255886
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP25376988A Pending JPH02101269A (en) | 1988-10-11 | 1988-10-11 | Vibration damping/amplifying device for structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH02101269A (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04250278A (en) * | 1990-12-28 | 1992-09-07 | Takenaka Komuten Co Ltd | Skeleton having vibration controller |
| JPH04309677A (en) * | 1991-04-05 | 1992-11-02 | Taisei Corp | Vibration control device for structure |
| JPH0658006A (en) * | 1992-08-04 | 1994-03-01 | Ohbayashi Corp | Damping device |
| JPH0658007A (en) * | 1992-08-04 | 1994-03-01 | Ohbayashi Corp | Damping device |
| US5915676A (en) * | 1996-03-22 | 1999-06-29 | Mitsubishi Jukogyo Kabushiki Kaisha | Lever-type frictional resistance force variable system |
| JP2007211503A (en) * | 2006-02-10 | 2007-08-23 | Sumitomo Mitsui Construction Co Ltd | Seismic response control apparatus of building and building structure |
| CN109594671A (en) * | 2018-12-18 | 2019-04-09 | 西安建筑科技大学 | A kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5621977U (en) * | 1979-07-28 | 1981-02-26 | ||
| JPS58174740A (en) * | 1982-04-08 | 1983-10-13 | Chiyoda Chem Eng & Constr Co Ltd | Vibration suppressor for structure |
-
1988
- 1988-10-11 JP JP25376988A patent/JPH02101269A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5621977U (en) * | 1979-07-28 | 1981-02-26 | ||
| JPS58174740A (en) * | 1982-04-08 | 1983-10-13 | Chiyoda Chem Eng & Constr Co Ltd | Vibration suppressor for structure |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04250278A (en) * | 1990-12-28 | 1992-09-07 | Takenaka Komuten Co Ltd | Skeleton having vibration controller |
| JPH04309677A (en) * | 1991-04-05 | 1992-11-02 | Taisei Corp | Vibration control device for structure |
| JPH0658006A (en) * | 1992-08-04 | 1994-03-01 | Ohbayashi Corp | Damping device |
| JPH0658007A (en) * | 1992-08-04 | 1994-03-01 | Ohbayashi Corp | Damping device |
| US5915676A (en) * | 1996-03-22 | 1999-06-29 | Mitsubishi Jukogyo Kabushiki Kaisha | Lever-type frictional resistance force variable system |
| JP2007211503A (en) * | 2006-02-10 | 2007-08-23 | Sumitomo Mitsui Construction Co Ltd | Seismic response control apparatus of building and building structure |
| CN109594671A (en) * | 2018-12-18 | 2019-04-09 | 西安建筑科技大学 | A kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system |
| CN109594671B (en) * | 2018-12-18 | 2023-07-25 | 西安建筑科技大学 | Energy dissipation and shock absorption system of T-shaped lever mechanism cantilever truss |
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