JPH0464391B2 - - Google Patents
Info
- Publication number
- JPH0464391B2 JPH0464391B2 JP25236787A JP25236787A JPH0464391B2 JP H0464391 B2 JPH0464391 B2 JP H0464391B2 JP 25236787 A JP25236787 A JP 25236787A JP 25236787 A JP25236787 A JP 25236787A JP H0464391 B2 JPH0464391 B2 JP H0464391B2
- Authority
- JP
- Japan
- Prior art keywords
- superstructure
- center
- seismic isolation
- rigidity
- elastic
- 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 29
- 230000005484 gravity Effects 0.000 claims description 21
- 238000006073 displacement reaction Methods 0.000 claims description 5
- 229920001971 elastomer Polymers 0.000 description 6
- 239000005060 rubber Substances 0.000 description 6
- 244000043261 Hevea brasiliensis Species 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 239000011133 lead Substances 0.000 description 1
- 229920003052 natural elastomer Polymers 0.000 description 1
- 229920001194 natural rubber Polymers 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 229920003051 synthetic elastomer Polymers 0.000 description 1
- 239000005061 synthetic rubber Substances 0.000 description 1
Landscapes
- Vibration Prevention Devices (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Description
【発明の詳細な説明】
≪産業上の利用分野≫
本発明は、上部構造物と基礎との間に、当該上
部構造物の鉛直荷重を支持するとともに水平方向
の荷重に対して弾性変形してそれら上部構造物と
基礎との水平方向への相対変位を許容する多数の
弾性体を介装した免震構造物の改良に関する。[Detailed Description of the Invention] <Industrial Application Field> The present invention provides a structure between a superstructure and a foundation that supports the vertical load of the superstructure and elastically deforms in response to horizontal loads. This paper relates to the improvement of seismic isolation structures that are interposed with a large number of elastic bodies that allow relative displacement in the horizontal direction between the superstructure and the foundation.
≪従来の技術≫
従来より、上部構造物と基礎との間にその上部
構造物の鉛直荷重を支持する多数の弾性積層体
（積層ゴム等）を介装して、地震時等に水平方向
の外力が働いた際に、その水平外力を弾性積層体
の水平方向への変位で緩衝するようにした免震装
置が公知になつている。<<Conventional technology>> Conventionally, a large number of elastic laminates (laminated rubber, etc.) are interposed between the superstructure and the foundation to support the vertical load of the superstructure, and horizontal 2. Description of the Related Art Seismic isolation devices are known in which when an external force is applied, the horizontal external force is buffered by horizontal displacement of an elastic laminate.
一般にこのような免震装置では、各弾性積層体
は上部構造物の各柱の下部に配置されており、そ
の各弾性積層体は各柱がそれぞれに負担する上部
構造物の重量に対応して、その負担荷重に耐えら
れる支持荷重能力を有するものが配設されてい
る。なお、一般に弾性積層体は、その支持荷重能
力が大きいほど、水平方向の剛性も大きくなる。 Generally, in such a seismic isolation device, each elastic laminate is placed under each column of the superstructure, and each elastic laminate has a weight corresponding to the weight of the superstructure borne by each column. , a support load capable of withstanding the load is provided. Note that, in general, the greater the supporting load capacity of the elastic laminate, the greater the rigidity in the horizontal direction.
つまり、第３図に示すように、従来の構造物１
の中央部の中柱２ａではその負担重量が大きいの
で、それらの中柱２ａ下には支持能力が大きく、
従つて水平剛性の高い弾性積層体３ａが配置さ
れ、負担重量が小さい側柱２ｂ下には支持能力が
小さく水平剛性の低い弾性積層体３ｂが配置され
ている。 In other words, as shown in Fig. 3, the conventional structure 1
Since the weight borne by the middle pillars 2a at the center of is large, the supporting capacity is large below those middle pillars 2a.
Therefore, the elastic laminate 3a with high horizontal rigidity is disposed, and the elastic laminate 3b with low supporting capacity and low horizontal rigidity is disposed below the side column 2b, which has a small burden.
≪発明が解決しようとする問題点≫
ところで、構造物１は特殊な例を除いて殆どの
場合、屋上階のペントハウスや耐震壁の配設位置
等の影響によつて多少の剛性及び重量偏心を有し
ており、このため地震時等には上部構造物各階に
おける水平力作用点（重心）と抵抗力中心点（剛
心）のズレにより回転モーメントとして捩じり力
が、また同様に各階の重心の水平位置のずれによ
り回転モーメントとして捩じり力が構造物１に作
用することになる。<<Problems to be Solved by the Invention>> By the way, in most cases, except for special cases, the structure 1 has some degree of rigidity and weight eccentricity due to the influence of the penthouse on the roof floor and the location of the seismic walls. Therefore, in the event of an earthquake, torsional force is generated as a rotational moment due to the misalignment between the horizontal force application point (center of gravity) and the center of resistance force (rigid center) on each floor of the upper structure, and similarly, the torsional force on each floor is Due to the shift in the horizontal position of the center of gravity, a torsional force acts on the structure 1 as a rotational moment.
しかしながら、中柱２ａ下の弾性積層体３ａの
水平剛性が高く、側柱２ｂ下の弾性積層体３ｂの
水平剛性が低い従来の免震装置であると、その捩
り力に対して多数の弾性積層体からなる免震装置
部全体としての耐捩じり剛性が不足し、このた
め、免震装置部でその捩じり力に充分に抵抗して
構造物１の捩じり振動を抑制することが困難であ
つた。 However, in a conventional seismic isolation device in which the horizontal rigidity of the elastic laminate 3a under the middle column 2a is high and the horizontal rigidity of the elastic laminate 3b under the side column 2b is low, a large number of elastic laminates are required to withstand the torsional force. The torsional rigidity of the entire seismic isolation device consisting of the body is insufficient, and therefore, the torsional vibration of the structure 1 must be suppressed by sufficiently resisting the torsional force in the seismic isolation device. was difficult.
本発明は、上記のような事情に鑑みてなされた
ものであり、その目的は、上部構造物に作用する
回転モーメントに起因した当該上部構造物の捩じ
り振動を可及的に抑制することができる免震構造
物を提供することにある。 The present invention has been made in view of the above circumstances, and its purpose is to suppress as much as possible the torsional vibration of the upper structure caused by the rotational moment acting on the upper structure. The goal is to provide a seismic isolation structure that can.
≪問題点を解決するための手段≫
本発明は上記の問題点を解決するために、上部
構造物と基礎との間に、上記上部構造物の鉛直荷
重を支持するとともに水平方向の荷重に対して弾
性変形してそれら上部構造物と基礎との水平方向
への相対変位を許容する多数の弾性体を介装した
免震構造物において、該上部構造物の外周側に沿
わせて配設する各弾性体には、該各弾性体が負担
する荷重以上の支持荷重能力を有する高剛性のも
のを配置し、かつ該各弾性体の相互関係では上部
構造物の重心に近接するものをより高剛性に設定
して、該多数の弾性体からなる免震装置部全体と
しての剛心を該上部構造物の重心に一致させるよ
うにした。<Means for Solving the Problems> In order to solve the above problems, the present invention provides a structure between the superstructure and the foundation that supports the vertical load of the superstructure and also supports the horizontal load. In a seismic isolation structure that is interposed with a large number of elastic bodies that elastically deform and allow relative displacement in the horizontal direction between the superstructure and the foundation, it is arranged along the outer periphery of the superstructure. Each elastic body is highly rigid and has a supporting load capacity greater than the load borne by each elastic body, and in the mutual relationship of the elastic bodies, those closer to the center of gravity of the upper structure The rigidity was set so that the center of rigidity of the entire seismic isolation device made up of the large number of elastic bodies coincided with the center of gravity of the upper structure.
≪作用≫
上記構成の免震構造物においては、上部構造物
の外周側に沿つて配置する各弾性体の支持荷重能
力を、それらが各々に負担する上部構造物の荷重
以上に高く設定してその水平方向の剛性を高め、
かつそれら各弾性体の相互関係においては、上部
構造物の重心に近接するものをより高剛性に設定
することで、これら多数の弾性体でなる免震装置
部全体としての剛心を上部構造物の重心に水平面
で可及的に一致させることができるので、重量偏
心のある構造物に地震等の水平方向の外力が働い
ても、免震装置部全体としての剛心と上部構造物
の重心との水平面でのずれに起因した回転モーメ
ントによる捩じり振動が発生することを可及的に
抑制できるようになる。<<Operation>> In the seismic isolation structure with the above configuration, the supporting load capacity of each elastic body arranged along the outer circumference of the superstructure is set higher than the load of the superstructure that each of them bears. Increase its horizontal rigidity,
In addition, regarding the mutual relationship of each elastic body, by setting the one close to the center of gravity of the superstructure to be more rigid, the rigidity of the entire seismic isolation device made up of these many elastic bodies can be reduced to that of the superstructure. Since the center of gravity of the seismic isolation device as a whole and the center of gravity of the superstructure can be aligned as much as possible in the horizontal plane, even if a horizontal external force such as an earthquake acts on a structure with weight eccentricity, the center of gravity of the entire seismic isolation device and the center of gravity of the superstructure This makes it possible to suppress as much as possible the occurrence of torsional vibrations due to rotational moment caused by displacement in the horizontal plane.
≪実施例≫
以下に、本発明の好適な一実施例を添附図面に
基づき詳述する。<<Example>> A preferred embodiment of the present invention will be described in detail below with reference to the accompanying drawings.
第２図に示すように、上部構造物１２と基礎１
４との間には弾性積層体１６が介装される。この
弾性積層体１６は、平板状のゴム板１８と同形状
の鋼板２０とを交互に積層して、上下端にエンド
プレート２２ａ，２２ｂを取付けたものであつ
て、それらのエンドプレート２２ａ，２２ｂが上
部構造物１２と基礎１４とに対してボルト等で締
結固定される。 As shown in FIG. 2, the superstructure 12 and the foundation 1
4, an elastic laminate 16 is interposed therebetween. This elastic laminate 16 is made by alternately laminating flat rubber plates 18 and steel plates 20 of the same shape, and having end plates 22a, 22b attached to the upper and lower ends. are fastened and fixed to the upper structure 12 and the foundation 14 with bolts or the like.
ゴム板１８には天然ゴム、合成ゴム、鉛入りゴ
ム、及び高減衰ゴム等が使用されて、弾性積層体
１６が任意の支持荷重能力を有するように形成さ
れる。 Natural rubber, synthetic rubber, lead-containing rubber, high-damping rubber, or the like is used for the rubber plate 18, and the elastic laminate 16 is formed to have an arbitrary supporting load capacity.
ところで、第１図に示すように、免震構造物１
０は、上記の弾性積層体１６が上部構造物１２の
各柱２４下に配置されて構成されるが、本発明で
は少くとも上部構造物１２の外周部の側柱２４ａ
下にはその各側柱２４ａが負担する上部構造物１
２の荷重以上の支持荷重能力を有する水平剛性が
高い高荷重用の弾性積層体１６ａを配設する。こ
の場合、最下層の床部を剛に形成するとかの構造
的な配慮が必要である。 By the way, as shown in Fig. 1, the base isolation structure 1
0 is configured such that the above-mentioned elastic laminate 16 is placed under each pillar 24 of the upper structure 12, but in the present invention, at least the side pillars 24a on the outer periphery of the upper structure 12
Below is a superstructure 1 supported by each side pillar 24a.
An elastic laminate 16a for high loads with high horizontal rigidity and a supporting load capacity of 2 or more loads is provided. In this case, structural considerations such as making the bottom floor part rigid are required.
従つて、上部構造物１２の総荷重を側柱２４ａ
下の弾性積層体１６ａだけで支持できれば、中柱
２４ｂ下には特に弾性積層体１６を配設する必要
はなく、必要になる場合でも低荷重用のゴムを使
用した比較的柔かい低剛性の弾性積層体１６ｂを
配置すればよい。 Therefore, the total load of the upper structure 12 is reduced to the side columns 24a.
If it can be supported only by the lower elastic laminate 16a, there is no need to provide the elastic laminate 16 under the middle pillar 24b, and even if it is necessary, it is relatively soft and low-rigidity elastic made of low-load rubber. What is necessary is just to arrange the laminated body 16b.
また、複数の弾性積層体１６からなる免震装置
部の全体としての捩じり力（回転モーメント）に
対する剛心G-は、上部構造物１２の最下層階の
重心位置Ｏに合せるよりも、それより上方の重量
偏心部の重心方向にずらして、上部構造物１２の
全体の重心位置Ｇ（もしくは剛心位置）に一致さ
せるようにすることが振動バランス上望ましい。
このため、上部構造物１２の外周部の側柱２４ａ
下に配設される高水平剛性の各弾性積層体１６
は、更にそれらの相互関係において上部構造物１
２の全体としての重心位置Ｇにより近接する側柱
２４a′下の弾性積層体１６a′の水平剛性をより高
く設定して、その免震装置全体としての剛心G-
の位置を上部構造物１２全体としての重心位置
（もしくは剛心位置）に可及的に一致させるよう
にしている。 In addition, the center of rigidity G - for the torsional force (rotational moment) of the seismic isolation device made up of a plurality of elastic laminates 16 as a whole is adjusted to the center of gravity O of the lowest floor of the upper structure 12. From the viewpoint of vibration balance, it is desirable to shift the center of gravity of the weight eccentric portion above it in the direction of the center of gravity so as to match the position of the center of gravity G (or the position of the rigid center) of the entire upper structure 12.
Therefore, the side columns 24a on the outer periphery of the upper structure 12
Each elastic laminate 16 with high horizontal rigidity is arranged below.
furthermore, in their interrelationships, the superstructure 1
By setting the horizontal rigidity of the elastic laminate 16a' under the side column 24a' which is closer to the center of gravity G as a whole of the seismic isolation device G -
The position of the upper structure 12 is made to match the center of gravity (or rigid center) of the entire upper structure 12 as much as possible.
次に本実施例の作用について説明する。 Next, the operation of this embodiment will be explained.
第１図に示すように、上部構造物１２にはその
屋上階にベントハウス２６が設けられたり、外側
壁の一部等に耐震壁２８が設けられたりするの
で、見た目には平面的にほぼ点対称のように上部
構造物１２を構築した場合でも、その上部構造物
１２の全体としての重心Ｇは、必ずしも最下層階
の幾何学的中心（重心）Ｏ上に位置するとは限ら
ず、若干の重量偏心がある。 As shown in FIG. 1, the upper structure 12 is provided with a vent house 26 on its roof floor, and a seismic wall 28 is provided on a part of the outer wall, etc., so that it appears to be approximately flat in appearance. Even if the superstructure 12 is constructed point-symmetrically, the center of gravity G of the superstructure 12 as a whole is not necessarily located on the geometric center (center of gravity) O of the lowest floor; There is a weight eccentricity.
このため、地震等が発生したときには、上部構
造物１２には水平方向力と共に捩じり力（回転モ
ーメント）が作用することになる。 Therefore, when an earthquake or the like occurs, horizontal force and torsional force (rotational moment) act on the upper structure 12.
従つて、こうした場合に、第３図に示したよう
に中柱２ａ下に高水平剛性の弾性積層体３ａを配
置し、側柱２ｂ下に低水平剛性の弾性積層体３ｂ
を配置した従来の免震構造物では、その免震装置
部全体としての捩じり剛性（耐回転モーメント）
が不足し、上部構造物１の捩じり振動（回転振
動）の振幅角が大きくなつてしまう。 Therefore, in such a case, as shown in FIG. 3, an elastic laminate 3a with high horizontal rigidity is placed under the middle pillar 2a, and an elastic laminate 3b with low horizontal rigidity is placed under the side pillar 2b.
In conventional seismic isolation structures, the torsional rigidity (rotation moment resistance) of the seismic isolation device as a whole
is insufficient, and the amplitude angle of torsional vibration (rotational vibration) of the upper structure 1 becomes large.
しかしながら、第１図に示すように上部構造物
１２の側柱２４ａ下に高水平剛性の弾性積層体１
６ａを配置した本実施例では、上部構造物１２に
作用することになる捩じり力（回転モーメント）
の中心に対して、これより離間した最外側の弾性
積層体１６ａが高剛性を有しているので、その免
震構造物１０全体としての捩じり剛性（耐回転モ
ーメント）が、同じ支持荷重能力を有する従来の
免震構造物１に比べて、可及的に増大されて高め
られている。 However, as shown in FIG.
6a, the torsional force (rotational moment) acting on the upper structure 12
Since the outermost elastic laminate 16a, which is spaced apart from the center of Compared to the conventional seismic isolation structure 1 that has this capacity, it has been increased and raised as much as possible.
このため、従来に比べ、同じ大きさの水平方向
の外力が基礎１４側に対して働いた際の上部構造
物１２に作用する捩じり振動（回転振動）の振幅
角を可及的に小さく抑制できるようになる。 Therefore, compared to conventional methods, the amplitude angle of torsional vibration (rotational vibration) that acts on the upper structure 12 when the same magnitude of horizontal external force is applied to the foundation 14 side is made as small as possible. be able to suppress it.
また、複数の弾性積層体１６からなる免震装置
部全体としての捩じり力（回転モーメント）に対
する剛心G-の位置が、上部構造物１２の全体と
しての重心位置Ｇに可及的に一致させられている
ので、屋上階のペントハウスが耐震壁の配設位置
等の影響によつて上部構造物１２が多少の剛性及
び重量偏心を有していても、各階における水平力
作用点（重心）と免震装置部全体としての抵抗力
中心点（剛心）との位置ずれは可及的に小さくな
つており、この位置ずれに基因して上部構造物１
２に作用する捩じり力（回転モーメント）並びに
これにより発生する捩じり振動（回転振動）の振
幅角を可及的に低減できるようになる。 In addition, the position of the rigid center G - with respect to the torsional force (rotational moment) of the entire seismic isolation device made up of the plurality of elastic laminates 16 is as close as possible to the center of gravity position G of the upper structure 12 as a whole. Even if the upper structure 12 of the penthouse on the roof floor has some rigidity and weight eccentricity due to the location of the shear wall, etc., the horizontal force application point (center of gravity) on each floor ) and the center of resistance force (rigid center) of the entire seismic isolation device is as small as possible, and due to this positional deviation, the upper structure 1
The torsional force (rotational moment) acting on the torsional force (rotational moment) and the amplitude angle of the torsional vibration (rotational vibration) generated thereby can be reduced as much as possible.
なお、耐震壁２８や各柱２４の配置等によつて
上部構造物１２に剛性偏心がある場合でも、上部
構造物１２の側柱２４ａ下等の外周側に高剛性の
弾性積層体１６ａを配置するという基本的な構成
で、その上部構造物１２の捩じれを可及的に抑制
することができる。 Note that even if there is rigidity eccentricity in the upper structure 12 due to the arrangement of the seismic wall 28 and each column 24, etc., the highly rigid elastic laminate 16a is arranged on the outer peripheral side of the upper structure 12, such as below the side columns 24a. With this basic configuration, twisting of the upper structure 12 can be suppressed as much as possible.
≪効果≫
以上要するに本発明によれば、上部構造物の外
周側に沿わせてこれをその基礎との間に、負担荷
重以上の支持荷重能力を有する水平剛性の高い弾
性体を配設するようにしたので、免震構造物全体
としての捩じり剛性（耐回転モーメント）を従来
のものより増大させて可及的に高くすることがで
きる。<<Effects>> In summary, according to the present invention, an elastic body with high horizontal rigidity having a supporting load capacity greater than the burden load is disposed along the outer circumference of the superstructure and between it and its foundation. As a result, the torsional rigidity (rotational moment resistance) of the entire seismic isolation structure can be increased as much as possible compared to the conventional structure.
また、それらの各弾性体は上部構造物の重量中
心により近接するものをより高剛性に形成して、
弾性体の水平抵抗中心（剛心）を上部構造物全体
の重量中心に可及的に一致させるようにしたの
で、免振装置部に作用する捩じり力（回転モーメ
ント）を可及的に低減できる。 In addition, among these elastic bodies, the one closer to the weight center of the upper structure is formed with higher rigidity,
By aligning the horizontal resistance center (rigid center) of the elastic body with the center of weight of the entire superstructure as much as possible, the torsional force (rotational moment) acting on the vibration isolation device is minimized. Can be reduced.
このため、地震等によつて水平方向の外力が働
いた際に、その上部構造物に重量偏心等があつて
も、その上部構造物に対して作用する捩じり振動
（回転振動）を可及的に抑制できるようになる。 For this reason, when an external force in the horizontal direction is applied due to an earthquake, etc., even if the superstructure has weight eccentricity, torsional vibration (rotational vibration) that acts on the superstructure is possible. This makes it possible to effectively suppress
第１図は本発明に係る免震構造物の好適な一実
施例を示すもので、弾性体の配設構造を示す平面
図、第２図は免震装置を形成する弾性体の側面
図、第３図は従来の上部構造物における弾性体の
配設構造を示す平面図である。
１０……免震構造物、１２……上部構造物、１
４……基礎、１６……弾性（積層）体。
Fig. 1 shows a preferred embodiment of the seismic isolation structure according to the present invention, and Fig. 2 is a plan view showing the arrangement structure of the elastic bodies, and Fig. 2 is a side view of the elastic bodies forming the seismic isolation device. FIG. 3 is a plan view showing the arrangement structure of elastic bodies in a conventional upper structure. 10...Seismic isolation structure, 12...Superstructure, 1
4...Foundation, 16...Elastic (laminated) body.
Claims (1)
鉛直荷重を支持するとともに水平方向の荷重に対
して弾性変形して該上部構造物と該基礎との水平
方向への相対変位を許容する多数の弾性体を介装
した免震構造物において、該上部構造物の外周側
に沿わせて配設する各弾性体には、該各弾性体が
負担する荷重以上の支持荷重能力を有する高剛性
のものを配置し、かつ該各弾性体の相互関係では
上部構造物の重心に近接するものをより高剛性に
設定して、該多数の弾性体からなる免震装置部全
体としての剛心を該上部構造物の重心に一致させ
るようにしたことを特徴とする免震構造物。1 Between the superstructure and the foundation, it supports the vertical load of the superstructure and elastically deforms in response to the horizontal load to allow relative displacement in the horizontal direction between the superstructure and the foundation. In a seismic isolation structure in which a large number of elastic bodies are interposed, each elastic body disposed along the outer circumference of the upper structure has a supporting load capacity greater than the load borne by each elastic body. By arranging high-rigidity elastic bodies, and in the mutual relationship of the elastic bodies, those close to the center of gravity of the superstructure are set to have higher rigidity, thereby increasing the overall rigidity of the seismic isolation device made up of a large number of elastic bodies. A seismic isolation structure characterized in that the center of the structure coincides with the center of gravity of the superstructure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP25236787A JPH0197767A (en) | 1987-10-08 | 1987-10-08 | Earthquakeproof structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP25236787A JPH0197767A (en) | 1987-10-08 | 1987-10-08 | Earthquakeproof structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0197767A JPH0197767A (en) | 1989-04-17 |
| JPH0464391B2 true JPH0464391B2 (en) | 1992-10-14 |
Family
ID=17236312
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP25236787A Granted JPH0197767A (en) | 1987-10-08 | 1987-10-08 | Earthquakeproof structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0197767A (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5096877B2 (en) * | 2007-11-12 | 2012-12-12 | 株式会社竹中工務店 | Seismic isolation building |
| JP5901159B2 (en) * | 2011-07-01 | 2016-04-06 | 章 和田 | Seismic isolation structure |
| JP5749606B2 (en) * | 2011-09-01 | 2015-07-15 | 株式会社竹中工務店 | Seismic isolation method for existing buildings |
| JP6383585B2 (en) * | 2014-06-27 | 2018-08-29 | 株式会社竹中工務店 | How to change the horizontal stiffness of seismic isolation members that support buildings |
-
1987
- 1987-10-08 JP JP25236787A patent/JPH0197767A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0197767A (en) | 1989-04-17 |
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