JPH033726Y2 - - Google Patents
Info
- Publication number
- JPH033726Y2 JPH033726Y2 JP7283385U JP7283385U JPH033726Y2 JP H033726 Y2 JPH033726 Y2 JP H033726Y2 JP 7283385 U JP7283385 U JP 7283385U JP 7283385 U JP7283385 U JP 7283385U JP H033726 Y2 JPH033726 Y2 JP H033726Y2
- Authority
- JP
- Japan
- Prior art keywords
- seismic isolation
- pressure receiving
- plate
- building
- cylinder
- 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.)
- Expired
Links
- 238000002955 isolation Methods 0.000 claims description 36
- 238000013016 damping Methods 0.000 claims description 19
- 230000035939 shock Effects 0.000 claims description 11
- 230000006835 compression Effects 0.000 claims description 6
- 238000007906 compression Methods 0.000 claims description 6
- 239000006096 absorbing agent Substances 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims 1
- 238000010276 construction Methods 0.000 description 8
- 238000006073 displacement reaction Methods 0.000 description 6
- 238000005192 partition Methods 0.000 description 4
- 206010044565 Tremor Diseases 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000314 lubricant Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000004810 polytetrafluoroethylene Substances 0.000 description 1
- 229920001343 polytetrafluoroethylene Polymers 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- BFKJFAAPBSQJPD-UHFFFAOYSA-N tetrafluoroethene Chemical group FC(F)=C(F)F BFKJFAAPBSQJPD-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Combined Devices Of Dampers And Springs (AREA)
- Fluid-Damping Devices (AREA)
- Foundations (AREA)
Description
【考案の詳細な説明】
（産業上の利用分野）
この考案は、免震防振建物におけるロツキング
を防止する免震構造物用減衰装置に関するもので
ある。[Detailed Description of the Invention] (Field of Industrial Application) This invention relates to a damping device for a seismic isolation structure that prevents rocking in a seismically isolated and vibration-proof building.
（従来の技術および問題点）
従来、公害として発生する地盤の常時微動に対
処する防振構法、または地震時の水平方向の震動
に対処するための免震構法では、上部建物と下部
基礎との間にゴム支承を介在してなる構法が開発
されている。(Conventional techniques and problems) Conventionally, in vibration isolation construction methods to deal with constant ground tremors that occur as a result of pollution, or in seismic isolation construction methods to deal with horizontal vibrations during earthquakes, the connection between the upper building and the lower foundation has been A construction method has been developed in which a rubber bearing is interposed between the two.
ところで、建物の免震防振構法にゴム支承を用
いる場合は、地盤の鉛直常時微動から建物を防振
するため、一般の免震構法にゴム支承を用いる場
合に比べ、英国などの例では建物の鉛直方向の固
有振動数（以下f0という）を非常に低く設定して
いる。すなわち一般の免震構法ではf0を20Hz程度
としているのに対し、免震防振構法では４〜７Hz
程度としている。 By the way, when rubber bearings are used in a building's seismic isolation construction method, in order to isolate the building from constant vertical vibration of the ground, compared to when rubber bearings are used in a general seismic isolation construction method, in the case of buildings in the UK, etc. The natural frequency in the vertical direction (hereinafter referred to as f 0 ) is set to be extremely low. In other words, in general seismic isolation construction methods, f 0 is approximately 20Hz, whereas in seismic isolation construction methods, f 0 is approximately 4 to 7Hz.
It is said that the amount of
このため、地震時には建物周辺のゴム支承が伸
縮し、建物全体に大きなロツキング振動（倒れる
方向の振動）が生じてしまう。 Therefore, during an earthquake, the rubber bearings around the building expand and contract, causing large rocking vibrations (vibrations in the direction of the building toppling) throughout the building.
（問題点を解決するための手段）
この考案は、以上の問題点を解決するためにな
されたもので、免震防振構法においてロツキング
振動を抑制すると共に、水平方向の免震効果を妨
げることのない免震構造物用減衰装置を提供する
ことを目的とする。(Means for solving the problem) This invention was made to solve the above problem, and it suppresses rocking vibration in the seismic isolation and vibration isolation structure method, and also prevents the horizontal seismic isolation effect. The purpose of the present invention is to provide a damping device for seismic isolation structures that is free of
この考案の免震構造物用減衰装置は、上部建物
（建物基礎）と下部基礎（地盤側基礎）との間に
設置されるもので、シリンダ内に密封したオイル
をピストンにより区劃しオリフイスにより連通さ
せ、シリンダの一端をベースプレートとし、シリ
ンダの他端の挿通孔より突出したピストンロツド
の端部に受圧板を取付け、シリンダの他端と受圧
板との間にピストンロツドに挿通した圧縮スプリ
ングを介在させた緩衝装置を有する免震構造物用
減衰装置であつて、地盤基礎上端面または建物基
礎下端面のいずれか一方に前記緩衝装置のベース
プレートを設置し、前記緩衝装置の受圧板より面
積の広いすべり板を他方の基礎面に設け、受圧板
とすべり板とを水平方向に摺動自在に配置してあ
ることを特徴とする。 The damping device for seismic isolation structures of this invention is installed between the upper building (building foundation) and the lower foundation (ground side foundation), and oil sealed in a cylinder is divided by a piston and an orifice is used to distribute the oil. One end of the cylinder is used as a base plate, a pressure receiving plate is attached to the end of the piston rod protruding from the insertion hole at the other end of the cylinder, and a compression spring inserted through the piston rod is interposed between the other end of the cylinder and the pressure receiving plate. A damping device for a seismic isolation structure having a shock absorbing device, in which a base plate of the shock absorbing device is installed on either the upper end surface of the ground foundation or the lower end surface of the building foundation, and the base plate of the shock absorbing device is installed on either the upper end surface of the ground foundation or the lower end surface of the building foundation, and the base plate of the shock absorbing device has a larger area than the pressure receiving plate of the shock absorbing device. The plate is provided on the other base surface, and the pressure receiving plate and the sliding plate are arranged so as to be slidable in the horizontal direction.
（実施例）
以下、この考案を図面に示す実施例に基いて説
明する。(Example) This invention will be described below based on an example shown in the drawings.
第１図、第２図はこの考案の免震構造物用減衰
装置１を示すものである。 FIGS. 1 and 2 show a damping device 1 for seismic isolation structures of this invention.
免震減衰装置１は、シリンダ内に密封したオイ
ル６をピストン９により区劃しオリフイス７によ
り連通させ、シリンダの一端をベースプレート１
４とし、シリンダの他端の挿通孔より突出したピ
ストンロツド１０の端部に受圧板１１を取付け、
シリンダの他端と受圧板１１との間にピストンロ
ツド１０に挿通した圧縮スプリング１２を介在さ
せた緩衝装置（以下、バツフアという）２、ピス
トンロツド１０に取付けた受圧板１１の上方に載
置されるすべり板１２とからなつている。 The seismic isolation damping device 1 is configured such that oil 6 sealed in a cylinder is partitioned by a piston 9 and communicated by an orifice 7, and one end of the cylinder is connected to a base plate 1.
4, a pressure receiving plate 11 is attached to the end of the piston rod 10 protruding from the insertion hole at the other end of the cylinder,
A shock absorber (hereinafter referred to as buffer) 2 has a compression spring 12 inserted through the piston rod 10 between the other end of the cylinder and the pressure plate 11, and a slider placed above the pressure plate 11 attached to the piston rod 10. It consists of a plate 12.
前記シリンダは垂直に設置され、シリンダ内は
隔壁３により内シリンダ内部４と内、外シリンダ
内部５とに仕切られ内シリンダ内部４と内、外シ
リンダ内部５にはオイル６が充填されている。隔
壁３の下方にはオリフイス７が設けられており、
隔壁３の上端部には、開口８が穿設されていて、
オリフイス７と開口８により内シリンダ内部４と
内、外シリンダ内部５とは連通している。内シリ
ンダ内にはピストン９が嵌合されており該ピスト
ン９は上方の開口８と下方のオリフイス７との間
に位置している。受圧板１１に当接されたすべり
板１３は、受圧板１１より面積が広くされ、この
すべり板１３はステンレス鋼板等からなり、また
受圧板１１の上面にはPTFE（四フツ化エチレン
樹脂）等の固体潤滑材が貼付されているので、受
圧板１１とすべり板１３とは水平方向に摺動自在
である。 The cylinder is installed vertically, and the inside of the cylinder is partitioned by a partition wall 3 into an inner cylinder interior 4 and an inner and outer cylinder interior 5, and the inner cylinder interior 4 and the inner and outer cylinder interiors 5 are filled with oil 6. An orifice 7 is provided below the partition wall 3.
An opening 8 is bored in the upper end of the partition wall 3.
The inner cylinder interior 4 and the inner and outer cylinder interiors 5 communicate with each other through the orifice 7 and the opening 8. A piston 9 is fitted into the inner cylinder and is located between the upper opening 8 and the lower orifice 7. The sliding plate 13 that is in contact with the pressure receiving plate 11 has a larger area than the pressure receiving plate 11, and this sliding plate 13 is made of a stainless steel plate or the like, and the upper surface of the pressure receiving plate 11 is made of PTFE (tetrafluoroethylene resin) or the like. Since the solid lubricant is pasted, the pressure receiving plate 11 and the sliding plate 13 can freely slide in the horizontal direction.
なお、バツフア２下端にはベースプレート１４
が形成されており、該ベースプレート１４はアン
カーボルト１５により地盤側基礎Ａの上端面に固
定されている。またすべり板１３はその側端部を
アンカーボルト１５により建物基礎Ｂの下端面に
固定されている。 In addition, a base plate 14 is attached to the lower end of the buffer 2.
The base plate 14 is fixed to the upper end surface of the ground-side foundation A by anchor bolts 15. Further, the sliding plate 13 has its side end portion fixed to the lower end surface of the building foundation B by an anchor bolt 15.
ところで、第２図の実施例ではピストンロツド
１０先端と受圧板１１とを連結固定してあるが、
第５図に示すように受圧板１１の中心にルーズホ
ール１６を穿設し、受圧板１１とピストンロツド
１０先端とを球座１７を介して面接触させ、ボル
ト１８、ワツシヤ１９等で連結すれば、受圧板１
１は建物Ｃのわずかな傾きにも対応でき（第３図
参照）受圧板１１とピストンロツド１０との連結
部に曲げモーメントがかかることもない。このほ
か、受圧板１１とピストンロツド１０とは球継手
を用いて連結してもよい。 By the way, in the embodiment shown in FIG. 2, the tip of the piston rod 10 and the pressure receiving plate 11 are connected and fixed.
As shown in FIG. 5, a loose hole 16 is bored in the center of the pressure receiving plate 11, the pressure receiving plate 11 and the tip of the piston rod 10 are brought into surface contact via a spherical seat 17, and connected with bolts 18, washers 19, etc. , pressure receiving plate 1
1 can cope with the slight inclination of the building C (see FIG. 3), and no bending moment is applied to the connection between the pressure receiving plate 11 and the piston rod 10. In addition, the pressure receiving plate 11 and the piston rod 10 may be connected using a ball joint.
また、第２図の実施例においてバツフア２は複
数のシリンダ内部４，５を有しているが、第６図
に示すようにピストン９にオリフイス７を形成し
て単筒のものに簡略化してもよい。 In addition, in the embodiment shown in FIG. 2, the buffer 2 has a plurality of internal cylinders 4 and 5, but as shown in FIG. Good too.
第３図、第４図はこの考案の免震構造物用減衰
装置１を使用した建物Ｃの免震防振構法を示すも
のである。 FIGS. 3 and 4 show a seismic isolation and vibration isolation construction method for building C using the damping device 1 for seismic isolation structures of this invention.
地盤側基礎Ａと建物基礎Ｂとの間には、所定位
置に積層ゴム支承２０が取付けられており、建物
Ｃはこれらの積層ゴム支承２０で支持されてい
る。免震防振建物においては、積層ゴム支承２０
の水平バネは0.5Hz程度、同じく鉛直バネは４〜
７Hz程度のものを用いる。 Laminated rubber bearings 20 are installed at predetermined positions between the ground side foundation A and the building foundation B, and the building C is supported by these laminated rubber bearings 20. In seismic isolation and vibration-proof buildings, laminated rubber bearings 20
The horizontal spring is about 0.5Hz, and the vertical spring is about 4~
Use something with a frequency of about 7Hz.
また、地震時に地盤側基礎Ａと建物基礎Ｂとの
間に生じる水平変位を抑制するために、この両基
礎Ａ，Ｂ間に、水平ダンパ２１を取付けておく。 Further, in order to suppress horizontal displacement occurring between the ground side foundation A and the building foundation B during an earthquake, a horizontal damper 21 is installed between the foundations A and B.
さらに、前記両基礎Ａ，Ｂ間の建物周辺位置に
免震構造物用減衰装置１を設置する。 Furthermore, a damping device 1 for a seismic isolation structure is installed at a position around the building between the foundations A and B.
次に第２図〜第４図に示す実施例における免震
構造物用減衰装置１の作用につき説明する。 Next, the operation of the damping device 1 for seismic isolation structures in the embodiment shown in FIGS. 2 to 4 will be explained.
建物Ｃを支持している積層ゴム支承２０は、温
度の日変化、年変化により鉛直方向に若干伸縮を
繰り返すほか、クリープ変形のため長時間経過す
ると鉛直方向に少し縮む。このため地盤側基礎Ａ
と建物基礎Ｂとの間に、鉛直方向に若干のゆつく
りした相対変位が生じる。このようなゆつくりし
た相対変位には免震構造物用減衰装置１が追随し
て作動し、前記両基礎Ａ，Ｂ間にすき間のない状
態で常にぴつたり収まる作用を有する。すなわち
建物Ｃがゆつくり下降する場合は、バツフア２内
のピストン９が押されて内シリンダ内部４のピス
トン９下部のオイル６が、オリフイス７を通つて
内、外シリンダ内部５にゆつくり流れ、ピストン
ロツド１０がゆつくり下降し、その分圧縮スプリ
ング１２が縮まる。また建物Ｃがゆつくり上昇す
る場合は、圧縮スプリング１２が受圧板１１を押
し上げるから、ピストン９が上方に引張られ、
内、外シリンダ内部５のオイル６がオリフイス７
を通つて内シリンダ４内に流れ、ピストンロツド
１０がゆつくり上昇する。従つて、免震構造物用
減衰装置１の受圧板１１とすべり板１３とは常に
圧接された状態にある。 The laminated rubber support 20 supporting the building C repeatedly expands and contracts slightly in the vertical direction due to daily and annual changes in temperature, and also shrinks slightly in the vertical direction over a long period of time due to creep deformation. Therefore, the ground side foundation A
A slight relative displacement occurs between the building foundation B and the building foundation B in the vertical direction. The attenuation device 1 for seismic isolation structures operates in response to such gradual relative displacement, and has the effect that the bases A and B are always tightly fitted together without any gaps. That is, when the building C slowly descends, the piston 9 in the buffer 2 is pushed, and the oil 6 at the lower part of the piston 9 in the inner cylinder interior 4 slowly flows into the inner and outer cylinder interiors 5 through the orifice 7. The piston rod 10 slowly descends, and the compression spring 12 contracts accordingly. Further, when the building C rises slowly, the compression spring 12 pushes up the pressure receiving plate 11, so the piston 9 is pulled upward,
The oil 6 inside the inner and outer cylinders 5 is in the orifice 7.
The piston rod 10 slowly rises. Therefore, the pressure receiving plate 11 and the sliding plate 13 of the damping device 1 for seismic isolation structures are always in a state of pressure contact.
ところで、公害として発生する地盤の微振動は
振動数は10数Hz〜数10Hz、振幅が0.5〜40ミクロ
ン程度の微細なものである。このような微振動に
対しては、隔壁３下方に設けられたオリフイス７
が十分な開口面積を有しているので、シリンダ内
部４，５のオイル６にほとんど流速が生じず、免
震構造物用減衰装置１は作用しない。従つて地盤
の常時微動に対しては、積層ゴム支承２０の柔か
い鉛直バネにより、建物Ｃは効果的に防振され
る。 By the way, the micro-vibrations in the ground that occur as pollution have a frequency of 10-10 Hz to several 10-Hz and an amplitude of about 0.5-40 microns. In order to prevent such slight vibrations, the orifice 7 provided below the partition wall 3
has a sufficient opening area, almost no flow velocity occurs in the oil 6 inside the cylinders 4, 5, and the damping device 1 for seismic isolation structures does not act. Therefore, the soft vertical springs of the laminated rubber bearing 20 effectively dampen the building C against constant slight vibrations in the ground.
また、地震時に建物Ｃにロツキング振動が生じ
て、地盤側基礎Ａと建物基礎Ｂとの間に大きな相
対鉛直変化が発生すると、免震構造物用減衰装置
１が作用し、建物Ｃのロツキング振動を抑える。
すなわち、ロツキング振動により建物基礎Ｂが鉛
直下方に変位すると、免震構造物用減衰装置１の
ピストン９が圧迫され、内シリンダ内部４のオイ
ル６が内、外シリンダ内部５に急激に流れようと
するが、オリフイス７が大きな抵抗となつてこの
流出は阻止されるので、ピストンロツド１０が急
激に上下動することがないからである。 In addition, when rocking vibration occurs in building C during an earthquake and a large relative vertical change occurs between the ground side foundation A and building foundation B, the damping device 1 for seismic isolation structures acts, and the rocking vibration of building C occurs. suppress.
That is, when the building foundation B is displaced vertically downward due to rocking vibration, the piston 9 of the damping device 1 for a seismic isolation structure is compressed, and the oil 6 inside the inner cylinder 4 suddenly tries to flow into the inside 5 of the inner and outer cylinders. However, since the orifice 7 acts as a large resistance and prevents this outflow, the piston rod 10 does not move up and down suddenly.
また、地震時における前記両基礎Ａ，Ｂ間の相
対水平変位に対しては、受圧板１１とすべり板１
３とは水平方向に摺動自在に接しているため、免
震構造物用減衰装置１には水平方向の力は作用し
ない。従つて地震時の相対水平変位は、積層ゴム
支承２０の柔かい水平バネにより有効に免震さ
れ、免震構造物用減衰装置１が免震効果を妨げる
ことがない。 In addition, for the relative horizontal displacement between the foundations A and B during an earthquake, the pressure receiving plate 11 and the sliding plate 1
3 in a horizontally slidable manner, no horizontal force acts on the damping device 1 for a seismic isolation structure. Therefore, relative horizontal displacement during an earthquake is effectively isolated by the soft horizontal spring of the laminated rubber bearing 20, and the damping device 1 for a seismic isolation structure does not interfere with the seismic isolation effect.
（考案の効果）
この考案は以上の構成からなり、ピストンロツ
ドに急激な圧縮変位が生じないように緩衝装置を
設けてあるので、免震防振建物における地震時の
ロツキング振動を極小に抑えることができる。(Effects of the invention) This invention has the above-mentioned configuration, and since a shock absorber is provided to prevent sudden compressive displacement of the piston rod, it is possible to minimize rocking vibrations during earthquakes in seismically isolated and vibration-proofed buildings. can.
また、受圧板とすべり板とを水平方向に摺動自
在に当接しているので、水平方向の免震効果を妨
げることがない。 Further, since the pressure receiving plate and the sliding plate are in contact with each other so as to be able to slide in the horizontal direction, the seismic isolation effect in the horizontal direction is not hindered.
図面はこの考案の実施例を示すもので、第１図
は免震構造物用減衰装置の斜視図、第２図は同じ
く縦断面図、第３図は免震構造物用減衰装置を使
用した免震防振建物の縦断面図、第４図はその
−線断面図、第５図は受圧板と摺動ロツドとの
取付状態を示す要部拡大図、第６図は緩衝装置の
他の実施例を示す縦断面図である。
１……免震構造物用減衰装置、２……緩衝装
置、３……隔壁、４……内シリンダ内部、５……
内、外シリンダ内部、６……オイル、７……オリ
フイス、８……開口、９……ピストン、１０……
ピストンロツド、１１……受圧板、１２……圧縮
スプリング、１３……すべり板、１４……ベース
プレート、１５……アンカーボルト、１６……ル
ーズホール、１７……球座、１８……ボルト、１
９……ワツシヤ、２０……積層ゴム支承、２１…
…水平ダンパ、Ａ……地盤側基礎、Ｂ……建物基
礎、Ｃ……建物。
The drawings show an example of this invention. Figure 1 is a perspective view of a damping device for seismic isolation structures, Figure 2 is a longitudinal sectional view of the same, and Figure 3 is a diagram showing the use of a damping device for seismic isolation structures. Fig. 4 is a vertical cross-sectional view of the seismic isolation and vibration-proof building. Fig. 4 is a cross-sectional view taken along the - line. Fig. 5 is an enlarged view of the main parts showing the installation state of the pressure receiving plate and the sliding rod. Fig. 6 is the other part of the shock absorbing device. FIG. 3 is a longitudinal cross-sectional view showing an example. 1... Attenuation device for seismic isolation structure, 2... Buffer device, 3... Bulkhead, 4... Inside of inner cylinder, 5...
Inner and outer cylinder interior, 6...oil, 7...orifice, 8...opening, 9...piston, 10...
Piston rod, 11... Pressure receiving plate, 12... Compression spring, 13... Sliding plate, 14... Base plate, 15... Anchor bolt, 16... Loose hole, 17... Ball seat, 18... Bolt, 1
9... Washer, 20... Laminated rubber bearing, 21...
...Horizontal damper, A...ground side foundation, B...building foundation, C...building.
Claims (1)
区劃しオリフイスにより連通させ、シリンダの一
端をベースプレートとし、シリンダの他端の挿通
孔より突出したピストンロツドの端部に受圧板を
取付け、シリンダの他端と受圧板との間にピスト
ンロツドに挿通した圧縮スプリングを介在させた
緩衝装置を有する免震構造物用減衰装置であつ
て、 地盤基礎上端面または建物基礎下端面のいずれ
か一方に前記緩衝装置のベースプレートを設置
し、前記緩衝装置の受圧板より面積の広いすべり
板を他方の基礎面に設け、受圧板とすべり板とを
水平方向に摺動自在に配置してあることを特徴と
する免震構造物用減衰装置。[Claim for Utility Model Registration] The oil sealed in the cylinder is separated by a piston and communicated by an orifice, one end of the cylinder is used as a base plate, and a pressure receiving plate is installed at the end of the piston rod that protrudes from the insertion hole at the other end of the cylinder. A damping device for a seismic isolation structure having a shock absorber with a compression spring inserted in a piston rod between the other end of the cylinder and the pressure plate, which can be mounted on either the upper end surface of the soil foundation or the lower end surface of the building foundation. A base plate of the shock absorbing device is installed on one side, a sliding plate having a larger area than the pressure receiving plate of the shock absorbing device is provided on the other foundation surface, and the pressure receiving plate and the sliding plate are arranged so as to be slidable in the horizontal direction. A damping device for seismic isolation structures characterized by:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7283385U JPH033726Y2 (en) | 1985-05-16 | 1985-05-16 |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7283385U JPH033726Y2 (en) | 1985-05-16 | 1985-05-16 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS61187860U JPS61187860U (en) | 1986-11-22 |
| JPH033726Y2 true JPH033726Y2 (en) | 1991-01-30 |
Family
ID=30611616
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP7283385U Expired JPH033726Y2 (en) | 1985-05-16 | 1985-05-16 |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH033726Y2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2544812B2 (en) * | 1989-07-31 | 1996-10-16 | 株式会社大林組 | Seismic isolation device |
| JP2713096B2 (en) * | 1993-05-18 | 1998-02-16 | 鹿島建設株式会社 | Seismic isolation structure of high-rise building |
-
1985
- 1985-05-16 JP JP7283385U patent/JPH033726Y2/ja not_active Expired
Also Published As
| Publication number | Publication date |
|---|---|
| JPS61187860U (en) | 1986-11-22 |
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