JPH01230834A - Earthquake-proof equipment - Google Patents
Earthquake-proof equipmentInfo
- Publication number
- JPH01230834A JPH01230834A JP15941188A JP15941188A JPH01230834A JP H01230834 A JPH01230834 A JP H01230834A JP 15941188 A JP15941188 A JP 15941188A JP 15941188 A JP15941188 A JP 15941188A JP H01230834 A JPH01230834 A JP H01230834A
- Authority
- JP
- Japan
- Prior art keywords
- damper
- sub
- displacement
- damping
- seismic isolation
- 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.)
- Granted
Links
- 238000006073 displacement reaction Methods 0.000 claims abstract description 45
- 238000013016 damping Methods 0.000 claims abstract description 43
- 238000002955 isolation Methods 0.000 claims description 31
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 239000013013 elastic material Substances 0.000 claims 1
- 230000000694 effects Effects 0.000 description 19
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 16
- 238000010586 diagram Methods 0.000 description 16
- 239000004033 plastic Substances 0.000 description 13
- 229910052742 iron Inorganic materials 0.000 description 8
- 230000005489 elastic deformation Effects 0.000 description 7
- 210000005240 left ventricle Anatomy 0.000 description 6
- 230000005540 biological transmission Effects 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 230000001105 regulatory effect Effects 0.000 description 4
- 210000005241 right ventricle Anatomy 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 230000003321 amplification Effects 0.000 description 2
- 230000002238 attenuated effect Effects 0.000 description 2
- 230000002354 daily effect Effects 0.000 description 2
- 238000003199 nucleic acid amplification method Methods 0.000 description 2
- 239000011345 viscous material Substances 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 229920001296 polysiloxane Polymers 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Landscapes
- Combined Devices Of Dampers And Springs (AREA)
- Vibration Prevention Devices (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【発明の詳細な説明】 （産業上の利用分ｈ） 本発明は免震装置に関する。[Detailed description of the invention] (Industrial usage h) The present invention relates to a seismic isolation device.
（従来の技術）
近年、地震による建物内部の人員および収容物の被害を
防止するため、ならびに建物自体に作用する振動軽減に
よる建築材料の節約を図る見地より、免震装置が開発さ
れつつある。この免震装置の一般的なものは、第２１図
に示す如く建物下部１とその基礎２との間に積層ゴムか
らなるアイソレータ３を配設し、このアイソレータ３の
周囲に８４Ｍ！からなる複数本のメインダンパ４（第２
１図では１本のメインダンパ４のみ図示する。）を立設
したものである。このような免震装置では、建物下部１
と基礎２とが水平方向に所定量以上の振動変位を生じた
場合、メインダンパ４の弾塑性変形により振動エネルギ
ーが吸収され、建物自体に伝わる振動が減衰されるよう
になっている。(Prior Art) In recent years, seismic isolation devices have been developed in order to prevent damage to people and objects inside buildings due to earthquakes, and to save building materials by reducing vibrations acting on the buildings themselves. As shown in Fig. 21, this general seismic isolation device has an isolator 3 made of laminated rubber placed between the lower part of the building 1 and its foundation 2, and the area around the isolator 3 is 84M! A plurality of main dampers 4 (second
In FIG. 1, only one main damper 4 is shown. ) was established. In this type of seismic isolation device, the lower part of the building
When the foundation 2 and the main damper 4 undergo vibration displacement of a predetermined amount or more in the horizontal direction, the vibration energy is absorbed by the elastic-plastic deformation of the main damper 4, and the vibration transmitted to the building itself is damped.
このとき、メインダンパ４に作用する剪断力Ｑと水平変
位δとの関係をグラフに示すと第２２図に示す如く弾塑
性変形の履歴曲線が得られる。同図の線分ＯＡはダンパ
４上端か建物下部１の係合孔５内面５ａに当たるまでの
無負荷の変位を示す。At this time, if the relationship between the shearing force Q acting on the main damper 4 and the horizontal displacement δ is plotted in a graph, a history curve of elastic-plastic deformation is obtained as shown in FIG. The line segment OA in the figure shows the displacement without load until the upper end of the damper 4 hits the inner surface 5a of the engagement hole 5 in the lower part of the building 1.
線分ＡＢはダンパ４の弾性変形を示し、また線分ＢＣは
ダンパ４の塑性変形を示す。そして振動エネルギの大部
分はこの線分ＢＣ部分でのダンパ４の塑性変形に費され
る。線分ＣＤは剪断力Ｑの除荷にともなうダンパ４の復
元方向の弾性変形を示し、線分ＤＥはダンパ４上端か建
物下部１の係合孔５の反対側内面５ｂに当たるまでの無
負荷の変位を示す。そして線分ＥＦはダンパ４の弾性変
形を示し、線分ＦＧは２回目のダンパ４の塑性変形を示
す。この塑性変形でも振動エネルギーか費されて減衰す
る。次に、線分ＧＨはダンパ４の復元方向の弾性変形を
示し、線分１（１はダンパ４上端が係合孔５の最初に当
たった内面５ａに再び当たるまでの無負荷の変位を示し
、線分ＩＪは線分ＡＢと同様の弾性変形を示す。なお、
メインダンパ４は係合孔５に間隙ａを設けて、変位量の
小さい場合にフリーの構造になっている。Line segment AB shows elastic deformation of damper 4, and line segment BC shows plastic deformation of damper 4. Most of the vibration energy is spent on plastic deformation of the damper 4 at this line segment BC. The line segment CD indicates the elastic deformation of the damper 4 in the restoring direction due to unloading of the shear force Q, and the line segment DE indicates the unloaded deformation of the damper 4 until it hits the upper end of the damper 4 or the inner surface 5b on the opposite side of the engagement hole 5 of the lower part of the building 1. Indicates displacement. The line segment EF indicates the elastic deformation of the damper 4, and the line segment FG indicates the second plastic deformation of the damper 4. This plastic deformation also expends vibrational energy and causes damping. Next, the line segment GH indicates the elastic deformation of the damper 4 in the restoring direction, and the line segment 1 (1 indicates the unloaded displacement until the upper end of the damper 4 hits the inner surface 5a of the engagement hole 5 at the beginning) , line segment IJ exhibits the same elastic deformation as line segment AB.
The main damper 4 has a gap a in the engagement hole 5, and has a free structure when the amount of displacement is small.
（発明が解決しようとする問題点）
従って、従来の免震装置は第２３図で示す如く大地震の
ように比較的大きな振動変位に対処することを主目的と
しており、それ以外の中小地震や強風による振動、ある
いは交通による交通振動やその他の微振動に対する免震
、防振作用（以下制振作用という）は積極的には考慮さ
れていない。(Problems to be Solved by the Invention) Therefore, the main purpose of conventional seismic isolation devices is to cope with relatively large vibration displacements such as large earthquakes, as shown in Figure 23. Seismic isolation and anti-vibration effects (hereinafter referred to as damping effects) against vibrations caused by strong winds, traffic vibrations, and other micro-vibrations are not actively considered.
これを第２２図で示せば変位がδ１以上になる大地震で
はダンパ４の塑性変形にて制振作用が生ずるが、変位が
６１以下では制振作用が有効に働かない。This is shown in FIG. 22. In a large earthquake where the displacement is greater than δ1, a damping effect occurs due to the plastic deformation of the damper 4, but when the displacement is less than 61, the damping effect does not work effectively.
一方、近年の建築物ではいわゆるビルのインテリジェン
ト化が急速に普及する傾向にあり、このようなインテリ
ジエン］・ビルでは電算機等の精密機器が多数設備され
る関係上、中程度以下の振動でも効果的に制振できる免
震装置の開発が望まれている。なお、表１に免震ビルの
用途と減衰性能要求事項との関係をまとめて示す。On the other hand, in recent years, so-called intelligent buildings are rapidly becoming popular, and because these intelligent buildings are equipped with many precision equipment such as computers, even moderate vibrations or less can occur. The development of a seismic isolation device that can effectively damp vibrations is desired. Table 1 summarizes the relationship between the use of seismically isolated buildings and damping performance requirements.
表 １
本発明は上述した事情に鑑み創案されたものであって、
その目的は幅広い振動変位に対して効果的な制振作用を
発、揮できる免震装置を実現することにある。Table 1 The present invention was created in view of the above-mentioned circumstances, and
The purpose is to realize a seismic isolation device that can exert an effective damping effect against a wide range of vibration displacements.
（問題点を解決するための手段）
上述した問題点を解決するため本発明は、建物下部とそ
の基礎との間に配設され、比較的大荷重を支持し、長周
期性を保つ積層ゴム等の弾性体からなるアイソレータと
、振動を減衰させるダンパとからなる免震装置において
、該ダンパが比較的大きな振動変位に対して有効な減衰
性能を有するメインダンパと、比較的小さな振動変位に
対して有効な減衰性能を有するサブダンパをそれぞれ配
設したものである。(Means for Solving the Problems) In order to solve the above-mentioned problems, the present invention provides a laminated rubber that is disposed between the lower part of a building and its foundation, supports a relatively large load, and maintains long periodicity. In a seismic isolation device consisting of an isolator made of an elastic body such as the Each damper is provided with a sub-damper that has effective damping performance.
（作 用）
上述の如く構成した免震装置では、小さな変位の振動は
主としてサブダンパで減衰され、大きな変位の振動は主
としてメインダンパで減衰されるので、広範な種類の振
動に対して制振作用を発揮することができる。(Function) In the seismic isolation device configured as described above, small displacement vibrations are mainly attenuated by the sub-damper, and large displacement vibrations are mainly attenuated by the main damper, so it has a damping effect on a wide variety of vibrations. can demonstrate.
（実 施 ρｊ）
以下に本発明の実施例を図面に基づいて説明するが、そ
の前に本発明を創案するに至る理論的過程について第５
図〜第１１図に基づき説明する。(Implementation ρj) Examples of the present invention will be described below based on the drawings, but first, the theoretical process leading to the invention of the present invention will be explained in the fifth section.
This will be explained based on FIGS. 11 to 11.
第５図は地盤の振動数とこの振動が建物に伝達する割合
（伝達比）をグラフ化したものであって、同図から伝達
比を下げるためには免震周期の長周期化を図ればよいこ
とがわかる。この長周期化は免震装置のダンパの剛性を
小さくすればよい。たたし、強風による振動の場合は振
動周期が長いので、建物の共振増幅を避けるためにダン
パの剛性を大きくするか、あるいは動き出しを止める機
能を持ったもの（以下トリガという）を設置する必要か
ある。表２は振動の種類に対して免震装置がザ求される
Ｊｉ項をまとめたものである。Figure 5 is a graph of the vibration frequency of the ground and the rate at which this vibration is transmitted to the building (transmission ratio).From the figure, in order to lower the transmission ratio, it is necessary to lengthen the seismic isolation period. I know it's good. This longer period can be achieved by reducing the stiffness of the damper of the seismic isolation device. However, in the case of vibrations caused by strong winds, the vibration period is long, so in order to avoid amplification of resonance in the building, it is necessary to increase the rigidity of the damper or install something with a function to stop the building from moving (hereinafter referred to as a trigger). There is. Table 2 summarizes the Ji terms for which a seismic isolation device is required for each type of vibration.
免震装置の剛性を低減するには、ダンパが剛性に寄１ｊ
シないＦＬｌＩＳ Ｓとすればよく、そのためには従来
のようにダンパの上端と建物下部の係合孔との間に間隙
を設けるか、剛性の小さい材料でダンパを構成すればよ
い。To reduce the stiffness of the seismic isolation device, the damper should be
For this purpose, a gap may be provided between the upper end of the damper and the engagement hole in the lower part of the building, as in the conventional case, or the damper may be constructed of a material with low rigidity.
次に強風時ではダンパの剛性を増大させてトリガ効果を
もたせればよいが、このトリガ効果は強風により建物か
許容振動量に近付いたときだけ生しさせ、その他の振動
では剛性の小さいダンパに受持たせるようにした。すな
わち、振動数が比較的商い振動ににｉして高剛性のダン
パを使用すると、建物に対する振動の伝達比が大きくな
るがらである。Next, during strong winds, the stiffness of the damper can be increased to create a trigger effect, but this trigger effect only occurs when the building approaches the allowable amount of vibration due to strong winds, and for other vibrations, the damper with lower stiffness is used. I made him take charge. That is, if a high-rigidity damper with a relatively low vibration frequency is used, the vibration transmission ratio to the building increases.
第６図は強風用ダンパによる理想的トリガ効果を示した
ものであり、第７図は同トリガ効果をＱ−６曲線で表わ
したものである。ここで、ダンパの剛性増大あるいは装
置によりトリガをかけるときの変位量（ａｔ −ａ２
）は、オフィスビル等の属性施設においては居住環境を
阻害しない程度を変ＩＭ、量の上限値とすべきてあり、
また電算機器、精密機器用のビルでは各機器の許容変位
量を配慮して決めるべきである。FIG. 6 shows the ideal trigger effect of the strong wind damper, and FIG. 7 shows the same trigger effect using a Q-6 curve. Here, the amount of displacement (at - a2
), in attribute facilities such as office buildings, the upper limit of the amount should be set to the extent that it does not interfere with the living environment.
In addition, in buildings for computer equipment and precision equipment, the allowable displacement of each equipment should be considered when deciding.
ダンパの剛性増大あるいはトリが装置のトリガをかける
ときの変位量は、ツ１ｐ性域および塑性域をもつ鋼棒に
類する材料を用いた場合、第８図に示すように変位ｍ
ａ ｌ付近で剛性ｂＯから剛性ｂ）へ上昇させて、変位
ｍ ａ ２を越えると塑性域に入り、剛性効果を順次失
うように良計すればよいことになる。このような強風用
のトリガ効果は、強風専用のトリが装置にだけ受持たせ
てもよいことは勿論である。The amount of displacement when the stiffness of the damper increases or the trigger of the device is increased is as shown in Figure 8, when a material similar to a steel bar with a tensile region and a plastic region is used.
It is only necessary to increase the stiffness from bO to b) near a l, and when the displacement m a 2 is exceeded, it enters the plastic region and gradually loses its stiffness effect. Of course, such a trigger effect for strong winds may be provided only by a bird dedicated to strong winds.
次に、免震装置の制振作用を振動の減衰性能の面から考
えてみる。まず第９図に減衰定数ｈ（−Ｃ／Ｃ）の大小
による制振効果の相違を示す。Next, let's consider the vibration damping effect of a seismic isolation device from the perspective of vibration damping performance. First, FIG. 9 shows the difference in damping effect depending on the magnitude of the damping constant h(-C/C).
（ここで、Ｃは減衰容ｆｆｌ、Ｃは臨界減衰を示す）図
より明らかなように、強震時と強風時においては建物の
共振増幅を減じるために減衰定数りか大の方かよく、こ
の反対に対象域が高周波数まで広がる交通振動などの日
常的な振動に対し、では減衰定数が小さい方がよいこと
がわかる。(Here, C is the damping capacity ffl, and C is the critical damping.) As is clear from the figure, during strong earthquakes and strong winds, it is better to increase the damping constant to reduce the resonance amplification of the building, and vice versa. It can be seen that for everyday vibrations such as traffic vibrations whose target range extends to high frequencies, it is better to have a smaller damping constant.
従って、振動数と減衰量との関係は、第１０図に示すよ
うに高振動数側でやや小さくなる方がよい。また、高振
動数側−日常振動一変位回が小さいと考えられるから、
第１０図は第１１図に示す如く横軸を変位量として書換
えることができる。Therefore, it is preferable that the relationship between the frequency and the amount of attenuation be slightly smaller on the high frequency side, as shown in FIG. In addition, since the high frequency side - daily vibration 1 displacement times is considered to be small,
FIG. 10 can be rewritten with the horizontal axis representing the amount of displacement as shown in FIG. 11.
以上の考察から、第１０図ないし第１１図で示す減衰特
性を何する免震装置は、従来の強震用のダンパをメイン
ダンパとし、これに新たに日常振動用としてサブダンパ
を組合せることにより得られることに想到した。第１図
は本発明の第１実施例に係るサブダンパ１２−１〜１２
−Ｎの概略側面図であって、同図で１は建物下部、２は
基礎である。建物下部１と基礎２は図示しないアイソレ
ータ（第２１図に示すような従来のものと同様）によっ
て離間したいわゆるフロート構造となっている。建物下
部１と基礎２との間には複数の鋼棒等によるサブダンパ
１２・・・・・・が立設され、これらサブダンパ１２の
上下両端は建物下部１および基礎２にそれぞれ取付けら
れている。サブダンパ１２・・・・・・はその長さは均
一であるが直径が互いに異なっており、最も直径が太い
サブダンパ１２−１から、最も直径が細いサブダンパ１
２−Ｎまで、直径が連続的に変化している。From the above considerations, a seismic isolation device with the damping characteristics shown in Figures 10 and 11 can be achieved by using the conventional damper for strong earthquakes as the main damper and combining it with a new sub-damper for daily vibrations. It occurred to me that it would happen. FIG. 1 shows sub-dampers 12-1 to 12 according to a first embodiment of the present invention.
-N is a schematic side view of N, in which 1 is the lower part of the building and 2 is the foundation. The lower part 1 of the building and the foundation 2 are separated by an isolator (not shown) (similar to the conventional one shown in FIG. 21) to form a so-called float structure. A plurality of sub-dampers 12 made of steel rods or the like are erected between the building lower part 1 and the foundation 2, and the upper and lower ends of these sub-dampers 12 are attached to the building lower part 1 and the foundation 2, respectively. The sub-dampers 12... have uniform lengths but different diameters, from sub-damper 12-1 with the largest diameter to sub-damper 1 with the smallest diameter.
The diameter changes continuously up to 2-N.
上述したサブダンパ１２では、簡略化のため例えばサブ
ダンパ１２−１と１２−Ｎの２本のダンパたけてサブダ
ンパ１２を構成した場合を想定してＱ−δ線図を描くと
、第２図の曲線Ｒのようになる。この曲線Ｒは、サブダ
ンパ１２−１のＱ−δ線図とサブダンパ１２−ＮのＱ−
δ線図を加え合わせたもので、ＯＡがサブダンパ１２−
１およヒサフダンパ１２−Ｎの弾性変形を表わし、ＡＢ
がサブダンパ１２−１だけの弾性変形を表わし、ＢＣが
サブダンパ１２−１．１２−Ｈの塑性変形を表わしてい
る。For the above-mentioned sub-damper 12, for the sake of simplicity, if we draw a Q-δ diagram assuming that the sub-damper 12 is composed of two dampers, for example, sub-dampers 12-1 and 12-N, the curve shown in FIG. It becomes like R. This curve R is a Q-δ diagram of sub-damper 12-1 and a Q-δ diagram of sub-damper 12-N.
This is a combination of the δ diagrams, and OA is the sub-damper 12-
1 and the elastic deformation of the Hisaf damper 12-N, AB
represents the elastic deformation of only the sub-damper 12-1, and BC represents the plastic deformation of the sub-damper 12-1.12-H.
従来のようなメインダンパ４だけの免震装置では塑性変
形に入るまでの変位δ１が長いため、その間の振動に対
して制振作用が働かなかったが、本サブダンパ１２では
変位δ１．δ２でサブダンパ１２−１〜１２−Ｎが塑性
変形に入るので、従来制振作用が働かない変位領域を短
縮することができる。なお、第３図はダンパの振動変位
と等価減衰との関係をグラフ化したものであって、同図
では第２１図のダンパ４をメインダンパとし、ダンパ１
２−１〜１２−Ｎをサブダンパとし、これら各ダンパの
変位−減衰曲線を破線で表わし、ダンパ全体としての変
位−減衰曲線を実線で表わしている。同図より明らかな
ように、本ダンパによれば小さな変位から大きな変位ま
で広い範囲にわたって所要量の等価減衰が得られること
がわかった。In a conventional seismic isolation device that includes only the main damper 4, the displacement δ1 before plastic deformation is long, so the vibration damping effect does not work against the vibration during that time, but with the present sub-damper 12, the displacement δ1. Since the sub-dampers 12-1 to 12-N enter plastic deformation at δ2, it is possible to shorten the displacement region where conventional damping action does not work. In addition, FIG. 3 is a graph showing the relationship between the vibration displacement of the damper and the equivalent damping.
2-1 to 12-N are sub-dampers, and the displacement-attenuation curve of each of these dampers is represented by a broken line, and the displacement-attenuation curve of the damper as a whole is represented by a solid line. As is clear from the figure, it was found that the present damper provides the required amount of equivalent damping over a wide range from small displacements to large displacements.
次に、サブダンパ１２−１から１２−Ｎの組合せは第１
図に゛示すように直径の大小だけでなく第４図に示す如
くその長さを変えたものでもよい。Next, the combination of sub-dampers 12-1 to 12-N is
As shown in the figure, not only the diameter may be changed, but also the length may be changed as shown in FIG.
すなわち、長さの長いダンパ１２−１から短いダンパ１
２−Ｎであって、要はダンパの剛性を小さなものから大
きなものまで組合せることにより、塑性変形が開始する
変位を小から大まで複数設定すればよいのである。That is, from the long damper 12-1 to the short damper 1
2-N, and the point is that by combining the rigidities of the dampers from small to large, a plurality of displacements at which plastic deformation starts can be set from small to large.
サブダンパとしては種々のものが考えられるが、鋼棒ダ
ンパは他のダンパに比べて（１）設計上の信頼性が高い
（ｎ）強風時のトリガ効果がある（ｍ）低価格である（
ＩＶ）耐久性に優れ経年変化がない（Ｖ）メインダンス
が不要である、などの利点がある。There are various types of sub-dampers that can be considered, but compared to other dampers, steel bar dampers are (1) more reliable in terms of design (n) have a triggering effect in strong winds (m) and are less expensive (
IV) Excellent durability and no deterioration over time (V) There is no need for a main dance.
鋼棒以外のサブダンパとしては例えば摩擦ダンパ、オイ
ルダンパ、粘性ダンパを免震建物の用途（表１参照）に
応じて使い分けると良い。As sub-dampers other than steel rods, for example, friction dampers, oil dampers, and viscous dampers may be used depending on the purpose of the seismic isolation building (see Table 1).
第１２図はサブダンパとして摩擦ダンパ１５を用いた場
合の例を示し、摩擦ダンパ１５の外筒１６は第１の固定
ブロック１７を介して基礎２に取付けられ、そのピスト
ンロッド１８は第２の固定ブロック１９を介して建物下
部１に取付けられている。この摩擦ダンパ１５の内部機
構は第１３図に示されているように、皿バネ２０を中心
としてその両側にクサビ部材２１−２１が一対づつ設け
られ、対をなすクサビ部材の外周には周方向に沿って３
分割されたクサビ外筒２２．２２がピストンロッド１８
上に設けられ、クサビ外筒２２，２２の外周には摺動子
２３が外筒の内面に沿って摺動自在に設けられている。FIG. 12 shows an example in which a friction damper 15 is used as a sub-damper. The outer cylinder 16 of the friction damper 15 is attached to the foundation 2 via a first fixed block 17, and its piston rod 18 is attached to a second fixed block. It is attached to the lower part of the building 1 via a block 19. As shown in FIG. 13, the internal mechanism of this friction damper 15 includes a pair of wedge members 21-21 on both sides of a disc spring 20. along 3
The divided wedge outer cylinder 22.22 is the piston rod 18
A slider 23 is provided on the outer periphery of the wedge outer cylinders 22, 22 so as to be slidable along the inner surface of the outer cylinder.
１′？擦ダンパ］５は土、己のように構Ｊ戊されている
ので、皿ハネ２０の力がクサビ部材２１−２１に作用し
てクサビ外筒２２．２２を半径方向外側に１［迫し２、
これによって摺動子２３と外筒１６の内面との間に大き
な）Ｙ擦抵抗が生じ、これによって外力を吸収するので
ある。1'? Since the friction damper 5 is constructed like earth, the force of the countersunk spring 20 acts on the wedge member 21-21, pushing the wedge outer cylinder 22, 22 outward in the radial direction. ,
This creates a large Y friction resistance between the slider 23 and the inner surface of the outer cylinder 16, thereby absorbing external force.
なお、第１４図は上記のような摩擦ダンパをサブダンパ
として用い、これをメインダンパと併用したときのζ位
−等価減衰曲線を示すもので摩擦カ一定のもとては等飾
減衰定数が変位量に逆比例する傾向かある。また、摩擦
ダンパとしては上記のようにすべりｐ／ ｌａを（り用
したもの以外に、ベアリングのころがり１″？擦を利用
したもの等も採用可能である。In addition, Fig. 14 shows the ζ-position-equivalent damping curve when the above-mentioned friction damper is used as a sub-damper and used together with the main damper. There is a tendency to be inversely proportional to the amount. Furthermore, as a friction damper, in addition to the one using the sliding p/la (as described above), it is also possible to adopt one that uses the rolling 1'' friction of a bearing.
第１５図（ａ７）はサブダンパとしてオイルダンパ２５
を用いた場合の例を示し、上記摩擦ダンパと同様に外ｒ
、’：’ｉ ２６とピストンロッド２７とを有し、それ
らは第１２図と同様にそれぞれ建物の基礎２と建物ド部
に取付けられるのである。外筒２６の内部てピストンロ
ッド２７の先端にはピストン２８か外筒２６の内壁に沿
って摺動自在に取付け、）れ、ピストン２８によって外
筒２６の内部は第１５図（ａ）に示されているように左
室２つと石室３０とに仕切られている。外向２６の外周
の一部にはオイルタンク３１が設けられ、このタンク内
のオイル３２は通路３３及び第１の逆止弁３４を介（７
て右室３０に流通可能とされ、右室３０は第２の逆止弁
３５を介して左室２つと連通されている。また、左室２
つとオイルタンク３１とは定オリフィス３６及び調圧弁
３７を介して連通されている。Figure 15 (a7) shows an oil damper 25 as a sub-damper.
An example is shown in which the external r
, ':'i 26 and a piston rod 27, which are respectively attached to the building foundation 2 and the building wall similarly to FIG. 12. A piston 28 is attached to the tip of a piston rod 27 inside the outer cylinder 26 so as to be able to slide freely along the inner wall of the outer cylinder 26. As shown, it is divided into two left chambers and 30 stone chambers. An oil tank 31 is provided on a part of the outer periphery of the outward direction 26, and oil 32 in this tank flows through a passage 33 and a first check valve 34 (7).
The right ventricle 30 is communicated with the two left ventricles via a second check valve 35. In addition, left ventricle 2
The oil tank 31 is communicated with the oil tank 31 through a constant orifice 36 and a pressure regulating valve 37.
オイルダンパ２５は上記のように構成されているので、
ピストンロッド２７が伸び方向にＭｆ・助するときには
、第１５図（ｂ）に示すように、ピストン２８は左室２
９内のオイルを圧縮し、左室２９内のオイルは定オリフ
ィス３６よりタンク３１へ圧力に応じた速度で噴流する
が、変位速度が高い時には調圧弁３７が開き、その開口
部からもオイルがタンクへ噴流する。左室２つ内のオイ
ルの内圧はピストンの受圧部に作用し、ピストンロッド
２７を伸長する力に応した逆方向の力を発生する。この
ように、ピストンが伸び方向に摺動すると、イ、室′３
０の容積か増し、同時に内圧か下がるので第１の逆ＩＩ
−弁３４か開き、増加した容積分だけのｔイル３２かタ
ンク３１から補充される。Since the oil damper 25 is configured as described above,
When the piston rod 27 extends Mf in the extending direction, the piston 28 moves toward the left ventricle 2 as shown in FIG. 15(b).
The oil in the left chamber 29 is compressed, and the oil in the left chamber 29 is jetted from the constant orifice 36 to the tank 31 at a speed corresponding to the pressure. However, when the displacement speed is high, the pressure regulating valve 37 opens, and the oil also flows from the opening. Jet into tank. The internal pressure of the oil in the two left chambers acts on the pressure receiving portion of the piston, generating a force in the opposite direction corresponding to the force that extends the piston rod 27. In this way, when the piston slides in the direction of extension, a.
The volume of 0 increases and at the same time the internal pressure decreases, so the first inversion II
- the valve 34 is opened and the increased volume is replenished from the tank 32 or tank 31;
次に、ピストンロッド２７が圧縮方向に摺動するときに
は、第１５図（Ｃ）に示すように、ピストン２８は右室
３０内のオイルを押すので第２の逆止弁３５は開き、オ
イルは左室２９内に流れ込む。とこイ）か、図から明ら
かなように、左室の横断面は右室の（苗断面に対し、ピ
ストンロッド２７の横断面分たけ不足しているので、ピ
ストンロット２７か押込まれる量に応した内圧が左室と
右室とに発生する。Next, when the piston rod 27 slides in the compression direction, the piston 28 pushes the oil in the right chamber 30, so the second check valve 35 opens and the oil flows out. It flows into the left ventricle 29. As is clear from the figure, the cross section of the left ventricle is short by the cross section of the piston rod 27 compared to the cross section of the right ventricle. Corresponding internal pressures are generated in the left and right ventricles.
以上のようにピストンロッドが伸圧いずれの方向に変位
した場合も同一の定オリフィスと調圧弁により油圧を発
生させている。As described above, even when the piston rod is displaced in either the expansion or pressure direction, hydraulic pressure is generated by the same fixed orifice and pressure regulating valve.
第１６図はサブダンパとし−ごオイルダンパを用い、こ
れをメインダンパと併用したときの変位−等４＋ｉｂ減
哀曲線を示すもので、減衰力は変位量及び変位速度のｎ
乗に比例する関係から、減衰定数か変位量に比例する傾
向かある。Figure 16 shows a displacement-4+ib damping curve when an oil damper is used as a sub-damper and used in conjunction with the main damper, and the damping force is determined by the displacement amount and displacement speed n
Since it is proportional to the power, there is a tendency for it to be proportional to the attenuation constant or the amount of displacement.
第１７図はサブダンパとして粘性ダンパ４０を用いた場
合の一例を示し、この例では中実円柱状に形成された多
数の粘弾性体４１が上板４２と上板４３とによって挾持
され、下板４３は固定ブロック４４を介して基礎２に取
付けられ、上板４２の上面には滑り板４５が載置され、
この滑り仮４５はネジ棒４６．４６に固着され、ネジ棒
４６゜４６は圧力調整ナツト４７．４７を介して建物下
部１に取付けられる。FIG. 17 shows an example in which a viscous damper 40 is used as a sub-damper. In this example, a large number of viscoelastic bodies 41 formed in a solid cylinder shape are sandwiched between an upper plate 42 and an upper plate 43, and a lower plate 43 is attached to the foundation 2 via a fixed block 44, and a sliding plate 45 is placed on the upper surface of the upper plate 42.
This slide 45 is fixed to a threaded rod 46.46, which is attached to the building lower part 1 via a pressure regulating nut 47.47.
粘性ダンパ４０は上記のように構成されているため、基
礎２に伝達されてくる微振動は、その振動エネルギーが
サブダンパの粘弾性体４１の剪断と曲げ変形とによって
吸収される。一方、水平方向の荷重によって粘弾性体４
１に作用する剪断力が上板４２と滑り仮４５との間に作
用する摩擦力を上回った時に、粘弾性体の有害な変形を
防止するために上板４２が滑り板４５の下面を水平方向
に摺動するようになるのである。Since the viscous damper 40 is configured as described above, the vibration energy of the minute vibrations transmitted to the foundation 2 is absorbed by shearing and bending deformation of the viscoelastic body 41 of the sub-damper. On the other hand, due to the horizontal load, the viscoelastic body 4
When the shear force acting on 1 exceeds the frictional force acting between the upper plate 42 and the sliding member 45, the upper plate 42 horizontally holds the lower surface of the sliding member 45 in order to prevent harmful deformation of the viscoelastic body. It will start to slide in the direction.
第１８図（ａ）、（ｂ）はサブダンパとして他の実施例
に係る粘性ダンパ５０を用いた場合の例を示している。FIGS. 18(a) and 18(b) show an example in which a viscous damper 50 according to another embodiment is used as a sub-damper.
この粘性ダンパ５０では上面が開口したケーシング５１
内にシリコン等の粘性材５２が収容され、このケーシン
グ５１の底板は建物の基礎２に固着されており、またそ
の上端開口部には緩衝材５３が取付けられている。また
、ケーシング５１の内底部には第１の薄鉄板群５４が狭
い間隔を置いて立設され、これら薄鉄板群５４の下端は
ケーシング５１の内底部に固着され更に所定の間隔を維
持するように下方部において連結棒５５によって相互に
結合されている。ケーシング５１の上方には所定の間隔
を置いて上板５６が配設され、この上板５６は建物の下
面に固着されている。この上板５６の下面には第２の薄
鉄板群５７の上端が同行垂下されており、この各薄鉄板
５７の下端は第１の薄鉄板群５４の連結棒５５から所定
距離たけ上方に離れている。In this viscous damper 50, the casing 51 has an open top surface.
A viscous material 52 such as silicone is housed inside, the bottom plate of this casing 51 is fixed to the foundation 2 of the building, and a buffer material 53 is attached to the upper opening. Furthermore, a first group of thin iron plates 54 are erected at the inner bottom of the casing 51 at narrow intervals, and the lower ends of these thin iron plate groups 54 are fixed to the inner bottom of the casing 51 to maintain a predetermined interval. are interconnected at the lower part by a connecting rod 55. An upper plate 56 is disposed above the casing 51 at a predetermined interval, and the upper plate 56 is fixed to the lower surface of the building. The upper end of a second thin iron plate group 57 is suspended from the lower surface of the upper plate 56, and the lower end of each thin iron plate 57 is separated upwardly by a predetermined distance from the connecting rod 55 of the first thin iron plate group 54. ing.
上記のように第１の薄鉄板群５４と第２の薄板ＩＮ １
４５７との間及びその周囲には粘性材５２が充填されて
いるため、基礎２に伝達されてくる微振動に対し、両薄
鉄板群５４．５７間の粘性材５２か粘性剪断抵抗となり
、この微振動を吸収するのである。As described above, the first thin iron plate group 54 and the second thin iron plate IN1
457 and its surroundings, the viscous material 52 between both thin iron plate groups 54 and 57 acts as a viscous shearing resistance against the slight vibrations transmitted to the foundation 2. It absorbs minute vibrations.
第１９図はサブダンパとし粘性ダンパを用い、メインダ
ンパと併用したときの変位−等価減衰曲 。Figure 19 shows the displacement-equivalent damping curve when a viscous damper is used as a sub-damper and is used in combination with the main damper.
線を示すもので、減衰力が変位量および変位速度に比例
する関係から減衰定数が一定になる傾向かある。なお、
このサブダンパに充分な信頼性がある場合は第２０図に
示すごとくメインダンパの減衰定数を小さくしてもよい
。The line indicates that the damping constant tends to be constant because the damping force is proportional to the amount of displacement and the displacement speed. In addition,
If this sub-damper has sufficient reliability, the damping constant of the main damper may be reduced as shown in FIG.
（発明の効果）
本発明は上述の如く、小変位の振動の制振に有効なサブ
ダンパと、大変位の振動の制振に有効なメインダンパと
を組合せた免震装置であるから、交通振動等の小変位振
動から大地震の大変位振動まで効果的に制振することが
でき、免震建物の用途を災害対策以外に広く拡大するこ
とが可能になり、例えばインテリジェントビル等の内部
機器の保守管理のためにも本ダンパが有効に働くことと
なる。(Effects of the Invention) As described above, the present invention is a seismic isolation device that combines a sub-damper that is effective in damping small-displacement vibrations and a main damper that is effective in damping large-displacement vibrations. It is possible to effectively suppress vibrations ranging from small displacement vibrations caused by large earthquakes to large displacement vibrations caused by large earthquakes, making it possible to expand the use of seismically isolated buildings beyond disaster prevention. This damper will also work effectively for maintenance management.
第１図は本発明の一実施例に係る免震装置の概略側面図
、第２図は同装置のＱ−δ線図、第３図は同装置の変位
−等価減衰曲線図、第４図は本発明の第２実施例に係る
免震装置の概略側面図、第５図は一般的免震装置の振動
数と伝達比との関係曲線図、第６図は強風時の理想的ト
リガ効果を示す変位−剛性曲線図、第７図は第６図の関
係をＱ−δ関係に直した曲線図、第８図は鋼棒に類した
材料による実際のトリガ効果を示す変位−剛性曲線図、
第９図は伝達比−振動数曲線図、第１０図は減衰定数−
振動数曲線図、第１１図は減衰定数−変位量曲線図、第
１２図はサブダンパとして摩擦ダンパを用いた場合の側
面図、第１３図は第１２図に示した摩擦ダンパの内部構
造を示す断面図、第１４図はサブダンパとして摩擦ダン
パを用いた場合の変位−等価減衰曲線図、第１５図（ａ
）〜（Ｃ）はサブダンパとして用いられるオイルダンパ
を示す側断面図、第１６図はサブダンパとじてオイルダ
ンパを用いた場合の変位−等価減衰曲線図、第１７図は
サブダンパとして用いられる粘性ダンパの一例を示す側
面図、第１８図は（ａ）。
（ｂ）はそれぞれサブダンパとして用いられる粘性ダン
パの他の例を示す側断面図と正面断面図、第１９図及び
第２０図はサブダンパとして粘性ダンパを用いた場合の
変位−等価減衰曲線図、第２１図は従来のメインダンパ
とアイソレータからなる免震装置の断面図、第２２図は
同装置の履歴曲線、第２３図は免震、防振で対象になる
振動数と変位量の関係を示す図である。
１・・・・・・建物下部 ２・・・・・基礎３・
・・・・・アイソレータ ４・・・・・・メインダン
パ１２−１〜１２−Ｎ・・・・・・サブダンパ１５・・
・・・・粘性ダンパ
２５・・・・・・オイルダンパ
４０．５０・・・・・・粘性ダンバ
第５図
第６ｖ４ 第７図
第８図
第９図
第１０図 第１１図
即ダ屹ヂカシづ〔（ンイこ１【
第１２図
第１３図
第１４図
ｐｍ ｍｍ ｃｍ
ｂζ量
第１９図
愛杉（
第１６図
愛Ｊａ量
第２０図
愛イこイ
第１５図
第２１図 第２２図
第２３図
Ｕ、Ｄ ｌ ｌ○ １０
０工丘ｔ４悉辷（Ｈｚ ）Fig. 1 is a schematic side view of a seismic isolation device according to an embodiment of the present invention, Fig. 2 is a Q-δ diagram of the same device, Fig. 3 is a displacement-equivalent attenuation curve diagram of the same device, and Fig. 4 is a schematic side view of a seismic isolation device according to the second embodiment of the present invention, FIG. 5 is a relationship curve between frequency and transmission ratio of a general seismic isolation device, and FIG. 6 is an ideal trigger effect during strong winds. Fig. 7 is a curve diagram that corrects the relationship in Fig. 6 to a Q-δ relationship, and Fig. 8 is a displacement-rigidity curve diagram showing the actual triggering effect of a material similar to a steel bar. ,
Figure 9 is a transmission ratio-frequency curve diagram, and Figure 10 is a damping constant.
Figure 11 is a vibration frequency curve diagram, Figure 11 is a damping constant-displacement curve diagram, Figure 12 is a side view when a friction damper is used as a sub-damper, and Figure 13 is an internal structure of the friction damper shown in Figure 12. A sectional view, FIG. 14 is a displacement-equivalent damping curve diagram when a friction damper is used as a sub-damper, and FIG. 15 (a
) to (C) are side sectional views showing an oil damper used as a sub-damper, Fig. 16 is a displacement-equivalent damping curve diagram when an oil damper is used as a sub-damper, and Fig. 17 is a diagram of a viscous damper used as a sub-damper. A side view showing an example, FIG. 18 (a). (b) is a side sectional view and a front sectional view respectively showing another example of a viscous damper used as a sub-damper, and FIGS. 19 and 20 are displacement-equivalent damping curve diagrams when a viscous damper is used as a sub-damper. Figure 21 is a cross-sectional view of a conventional seismic isolation device consisting of a main damper and an isolator, Figure 22 is a history curve of the same device, and Figure 23 is the relationship between vibration frequency and displacement, which is the target of seismic isolation and vibration control. It is a diagram. 1... Lower part of the building 2... Foundation 3.
...Isolator 4...Main damper 12-1 to 12-N...Sub damper 15...
... Viscous damper 25 ... Oil damper 40.50 ... Viscous damper Fig. 5 Fig. 6v4 Fig. 7 Fig. 8 Fig. 9 Fig. 10 Fig. 11 Figure 12 Figure 13 Figure 14 pm mm cm bζ quantity Figure 19 Aisugi ( Figure 16 Ai Ja quantity Figure 20 Love Ikoi Figure 15 Figure 21 Figure 22 Figure 23 U, D l l○ 10
0 engineering hill t4 speed (Hz)
Claims (6)
荷重を支持し、長周期性を保つ積層ゴム等の弾性体から
なるアイソレータと、振動を減衰させるダンパとからな
る免震装置において、該ダンパが比較的大きな振動変位
に対して有効な減衰性能を有するメインダンパと、比較
的小さな振動変位に対して有効な減衰性能を有するサブ
ダンパとからなることを特徴とする免震装置。(1) Seismic isolation consisting of an isolator made of an elastic material such as laminated rubber that supports a relatively large load and maintains long periodicity, and a damper that damps vibrations, which is placed between the lower part of the building and its foundation. A seismic isolation device characterized in that the damper is comprised of a main damper having effective damping performance against relatively large vibration displacements and a sub-damper having effective damping performance against relatively small vibration displacements. .
パが構成されていることを特徴とする特許請求の範囲第
１項記載の免震装置。(2) The seismic isolation device according to claim 1, wherein the sub-damper is constructed by changing the diameter of a steel rod.
によって上記サブダンパが構成されていることを特徴と
する特許請求の範囲第１項記載の免震装置。(3) The seismic isolation device according to claim 1, wherein the sub-damper is constructed by changing the support point of the steel rod and changing the length of the steel rod.
とを特徴とする特許請求の範囲第１項記載の免震装置。(4) The seismic isolation device according to claim 1, wherein the sub-damper is constituted by a friction damper.
とを特徴とする特許請求の範囲第１項記載の免震装置。(5) The seismic isolation device according to claim 1, wherein the sub-damper is constituted by a viscous damper.
ことを特徴とする特許請求の範囲第１項記載の免震装置
。(6) The seismic isolation device according to claim 1, wherein the sub-damper is constituted by an oil damper.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63159411A JPH0686776B2 (en) | 1987-11-17 | 1988-06-29 | Seismic isolation device |
| US07/233,230 US4991366A (en) | 1987-10-05 | 1988-08-18 | Vibration isolating device |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62-288287 | 1987-11-17 | ||
| JP28828787 | 1987-11-17 | ||
| JP63159411A JPH0686776B2 (en) | 1987-11-17 | 1988-06-29 | Seismic isolation device |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01230834A true JPH01230834A (en) | 1989-09-14 |
| JPH0686776B2 JPH0686776B2 (en) | 1994-11-02 |
Family
ID=26486222
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63159411A Expired - Fee Related JPH0686776B2 (en) | 1987-10-05 | 1988-06-29 | Seismic isolation device |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0686776B2 (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5604641A (en) * | 1994-02-14 | 1997-02-18 | Nec Corporation | Objective lens actuator and method for manufacturing the same |
| JP2006250261A (en) * | 2005-03-11 | 2006-09-21 | Sus Corp | Additional weight type vibration control device |
| JP2006250257A (en) * | 2005-03-11 | 2006-09-21 | Sus Corp | Metallic damper device |
| JP2007120170A (en) * | 2005-10-28 | 2007-05-17 | Daiwa House Ind Co Ltd | Vibration damping brace structure |
| JP2012062929A (en) * | 2010-09-14 | 2012-03-29 | Ohbayashi Corp | Base isolation device and its installation method |
| JP2012062928A (en) * | 2010-09-14 | 2012-03-29 | Ohbayashi Corp | Base isolation device and its installation method |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63201276A (en) * | 1987-02-16 | 1988-08-19 | 三井建設株式会社 | Support structure of building |
-
1988
- 1988-06-29 JP JP63159411A patent/JPH0686776B2/en not_active Expired - Fee Related
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63201276A (en) * | 1987-02-16 | 1988-08-19 | 三井建設株式会社 | Support structure of building |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5604641A (en) * | 1994-02-14 | 1997-02-18 | Nec Corporation | Objective lens actuator and method for manufacturing the same |
| JP2006250261A (en) * | 2005-03-11 | 2006-09-21 | Sus Corp | Additional weight type vibration control device |
| JP2006250257A (en) * | 2005-03-11 | 2006-09-21 | Sus Corp | Metallic damper device |
| JP2007120170A (en) * | 2005-10-28 | 2007-05-17 | Daiwa House Ind Co Ltd | Vibration damping brace structure |
| JP2012062929A (en) * | 2010-09-14 | 2012-03-29 | Ohbayashi Corp | Base isolation device and its installation method |
| JP2012062928A (en) * | 2010-09-14 | 2012-03-29 | Ohbayashi Corp | Base isolation device and its installation method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0686776B2 (en) | 1994-11-02 |
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| LAPS | Cancellation because of no payment of annual fees |