JPH10169094A - Base isolation post - Google Patents
Base isolation postInfo
- Publication number
- JPH10169094A JPH10169094A JP33426496A JP33426496A JPH10169094A JP H10169094 A JPH10169094 A JP H10169094A JP 33426496 A JP33426496 A JP 33426496A JP 33426496 A JP33426496 A JP 33426496A JP H10169094 A JPH10169094 A JP H10169094A
- Authority
- JP
- Japan
- Prior art keywords
- column
- post
- leg
- curvature
- post body
- 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
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Rod-Shaped Construction Members (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、例えばビル等、各
種構造物の柱として用いて好適な免震柱に関するもので
ある。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a seismic isolation column suitable for use as a pillar of various structures such as a building.
【０００２】[0002]
【従来の技術】周知のように、ビル等の各種構造物にお
いて地震や強風に起因する揺れを抑えるためには、構造
物を構成する柱・梁等からなる架構の強度を高めるとい
う手法が基本的にとられている。架構の強度を高めるに
は、柱・梁そのものの強度を高める他に、例えば、耐震
壁や補強ブレースといった補強部材を設けたりするもの
がある。2. Description of the Related Art As is well known, in order to suppress shaking caused by an earthquake or a strong wind in various structures such as buildings, a method of increasing the strength of a frame including columns and beams constituting the structures is basically used. Has been taken. In order to increase the strength of the frame, besides increasing the strength of the columns and beams themselves, for example, there is a method in which a reinforcing member such as an earthquake-resistant wall or a reinforcing brace is provided.
【０００３】しかし、例えばビル内に設けられたピロテ
ィや屋内駐車場等は、柱のみからなり、補強ブレースは
もちろんのこと壁も設けることができない。このような
柱のみからなる空間は、ビル全体で見ると弱い層となっ
ており、強大な地震等が発生した場合にはこの層に変形
が集中することが予測される。したがって、従来、この
ようなピロティ等、柱のみで架構を構成せざるを得ない
層においては、柱の剛性・耐力を向上させることで、他
の層との強度バランスを取っていた。[0003] However, for example, a piloti or an indoor parking lot provided in a building is composed of only pillars, and not only a reinforcing brace but also a wall cannot be provided. The space consisting of only such pillars is a weak layer when viewed as a whole building, and it is expected that when a strong earthquake or the like occurs, deformation will concentrate on this layer. Therefore, conventionally, in a layer, such as the piloti, in which a frame must be formed only by columns, the rigidity and proof stress of the columns are improved to balance the strength with other layers.
【０００４】[0004]
【発明が解決しようとする課題】しかしながら、上述し
たような従来の技術においては、以下のような問題が存
在する。すなわち、ピロティ等においては強度を高める
ために柱の剛性・耐力を向上させていたが、これでは柱
が太くなるために空間が狭められてしまい、さらには、
過大な外力が作用した場合に柱が損壊等の被害を受ける
のを防止するフェイルセーフ機構も備えられていないと
いう問題もある。本発明は、以上のような点を考慮して
なされたもので、空間を狭めることなく構造物の耐震性
を高めることができ、また、万一の場合のフェイルセー
フ機構を具備した免震柱を提供することを課題とする。However, the above-described conventional techniques have the following problems. In other words, in the case of piloti, etc., the rigidity and proof stress of the column were improved in order to increase the strength, but in this case, the space was narrowed because the column became thick, and furthermore,
There is also a problem that a fail-safe mechanism for preventing the column from being damaged or the like when an excessive external force is applied is not provided. The present invention has been made in consideration of the above points, and can improve the seismic resistance of a structure without narrowing a space, and furthermore, a seismic isolation column having a fail-safe mechanism in an emergency. The task is to provide
【０００５】[0005]
【課題を解決するための手段】請求項１に係る発明は、
構造物を構成する柱の端部に、筒状でその中心軸線に沿
って形成された孔に前記柱が挿入された筒状部材が配設
され、前記孔の内周面が、前記柱の前記筒状部材が位置
する側の端部から他方の端部側に向けて径寸法が漸次増
大する湾曲面とされていることを特徴としている。The invention according to claim 1 is
At the end of the pillar that constitutes the structure, a tubular member in which the pillar is inserted into a hole formed in a cylindrical shape along the central axis is disposed, and the inner peripheral surface of the hole is It is characterized by a curved surface whose diameter dimension gradually increases from the end on the side where the cylindrical member is located to the other end.
【０００６】請求項２に係る発明は、請求項１記載の免
震柱において、前記湾曲面の曲率が、前記柱に降伏歪が
生じたときの該柱の側面の曲率に一致する構成とされ
て、該曲率が式 φｆ＝（｜cεy｜＋｜tεy｜）／Ｄ φｆ；曲率 cεy；降伏点における曲げ圧縮歪t εy；降伏点における曲げ引張り歪 Ｄ；柱せい で示されることを特徴としている。According to a second aspect of the present invention, in the seismic isolation column according to the first aspect, the curvature of the curved surface coincides with the curvature of the side surface of the column when a yield strain occurs in the column. Te, curvature is formula φf = (| c ε y | + | t ε y |) / D φf; curvature c epsilon y; compressive strain bending at yield point t epsilon y; sei pillars; flexural tensile strain D at yield point It is characterized by being shown by.
【０００７】[0007]
【発明の実施の形態】以下、本発明に係る免震柱の実施
の形態の一例を、図１ないし図３を参照して説明する。
ここでは、本発明に係る免震柱を、例えば、ビルのピロ
ティの柱として用いた場合について説明する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of a seismic isolation column according to the present invention will be described below with reference to FIGS.
Here, a case will be described in which the seismic isolation column according to the present invention is used, for example, as a pillar of a piloti of a building.
【０００８】図１に示すように、ビル（構造物）１は、
例えば地上２階部分以上のビル上部２については通常通
り壁３があるものの、地上１階部分については壁がなく
免震柱４のみから構成されたピロティ５となっている。As shown in FIG. 1, a building (structure) 1
For example, the upper part 2 of the building above the second floor above the building has the wall 3 as usual, but the first floor above the building has no wall and the piloti 5 is composed only of the seismic isolation columns 4.
【０００９】図２に示すように、免震柱４は、軸耐力に
対して曲げ剛性が小さい鋼管充填コンクリート造からな
る柱本体（柱）６と、この柱本体６の頭部６ａと脚部６
ｂとに配設された支持部材（筒状部材）７，８とから構
成されている。As shown in FIG. 2, a seismic isolation column 4 has a column main body (column) 6 made of steel pipe-filled concrete having a small bending rigidity with respect to the axial strength, a head 6a and a leg portion of the column main body 6. 6
b and support members (tubular members) 7 and 8 disposed at the same position.
【００１０】柱本体６は、その頭部６ａが、ビル上部２
を構成する図示しない柱の下端部に接続されており、脚
部２ｂは地盤Ｇ中に埋設されている。The pillar body 6 has a head 6a which is located at the upper part 2 of the building.
And the leg 2b is buried in the ground G.
【００１１】柱本体６の頭部６ａに配設された支持部材
７は、ビル上部２の下面に一体に取り付けられている。
この支持部材７は、例えば鉄筋コンクリート造からなる
筒状で、柱本体６の頭部６ａが挿入される孔９が中心軸
線に沿って形成されている。そして、孔９の内周面は、
柱本体６の頭部６ａ側から脚部６ｂ側に向けて、その径
寸法が漸次大きくなるよう形成された湾曲面Ａとされ、
柱本体６の側面から漸次離間するようになっている。A support member 7 disposed on the head 6a of the column body 6 is integrally attached to the lower surface of the upper part 2 of the building.
The support member 7 has a cylindrical shape made of, for example, reinforced concrete, and has a hole 9 into which the head 6a of the column body 6 is inserted, formed along the central axis. And the inner peripheral surface of the hole 9
From the head 6a side of the column main body 6 toward the leg 6b side, a curved surface A is formed such that its diameter dimension gradually increases,
The main body 6 is gradually separated from the side surface.
【００１２】一方、柱本体６の脚部６ｂに配設された支
持部材８は、地盤Ｇに埋設されている。この支持部材８
は、例えば鉄筋コンクリート造からなり底版８ａを有し
た有底筒状とされ、柱本体６の脚部６ｂが挿入される孔
１０が中心軸線に沿って形成されている。孔１０の内周
面は、柱本体６の脚部６ｂ側から脚部６ａ側に向けて、
その径寸法が漸次大きくなるよう形成された湾曲面Ｂと
され、柱本体６の側面から漸次離間するようになってい
る。On the other hand, the support member 8 provided on the leg 6b of the column body 6 is buried in the ground G. This support member 8
Is made of, for example, reinforced concrete and has a bottomed cylindrical shape having a bottom plate 8a, and a hole 10 into which the leg 6b of the column body 6 is inserted is formed along the central axis. The inner peripheral surface of the hole 10 extends from the leg 6b side of the pillar body 6 toward the leg 6a side,
The curved surface B is formed so that its diameter dimension is gradually increased, and is gradually separated from the side surface of the column main body 6.
【００１３】前記支持部材７，８の孔９，１０を形成す
る湾曲面Ａ，Ｂは、その曲率が柱本体６に降伏歪が生じ
たときの柱本体６の側面の曲率にほぼ一致するよう形成
されている。これについて詳述すると、このビル１にお
いて柱本体６に降伏歪が発生した時のその側面の曲率φ
は、柱本体６の「せい（柱せい）」をＤとすると、一般
に、 φ＝（｜εc｜＋｜εt｜）／Ｄ （ただし、εcは柱本体６の曲げ圧縮歪、εtは曲げ引張
歪）で表される。したがって、柱本体６における降伏の
発生箇所をその上下端部と考えると、図３のグラフに示
すように、この部分に最大モーメントＭが生じるときの
降伏点における柱本体６の側面の曲率φｆは、 φｆ＝（｜cεy｜＋｜tεy｜）／Ｄ （ただし、cεyは降伏点での曲げ圧縮歪、tεyは降伏点
での曲げ引張歪）で表される。すなわち、支持部材７，
８の孔９，１０を形成する湾曲面Ａ，Ｂの曲率φｆ’
は、柱本体６の頭部６ａ，脚部６ｂに最大モーメントＭ
が生じるときの降伏点における前記曲率φｆに一致する
よう設定されている（φｆ’＝φｆ）。The curvatures of the curved surfaces A and B forming the holes 9 and 10 of the support members 7 and 8 are substantially the same as the curvatures of the side surfaces of the column body 6 when the column body 6 undergoes yield strain. Is formed. This will be described in detail. In this building 1, when a yield strain occurs in the column main body 6, the curvature φ of the side surface is generated.
Is generally D = (| ε c | + | ε t |) / D (where ε c is the bending compressive strain of the column body 6 and ε t is represented by bending tensile strain). Therefore, assuming that the location where the yield occurs in the column body 6 is the upper and lower ends thereof, as shown in the graph of FIG. 3, the curvature φf of the side surface of the column body 6 at the yield point when the maximum moment M is generated in this portion is , φf = (| c ε y | + | t ε y |) / D ( although, c epsilon y flexural compressive strain at yield, is t epsilon y flexural tensile strain at yield) represented by. That is, the support members 7,
Of the curved surfaces A and B forming the holes 9 and 10 of FIG.
Is the maximum moment M on the head 6a and the leg 6b of the pillar body 6.
Is set to coincide with the curvature φf at the yield point when φ occurs (φf ′ = φf).
【００１４】このように、支持部材７，８の孔９，１０
の曲率を、柱本体６に降伏歪が生じたときの柱本体６の
側面の曲率φｆに一致させると、柱本体６は地震や風力
等の外力によって以下のような挙動を示す。地震や風力
などによってまず初めに最大モーメントが生じる柱本体
６の頭部６ａの上端部，脚部６ｂの下端部の微少断面に
おける歪が上記曲率φｆに達した場合に、この微少断面
は、柱本体６の側面に沿って位置する支持部材７，８の
孔９，１０に接触してその変形が強制的に拘束される。
すると、柱本体６の頭部６ａ，脚部６ｂと孔９，１０と
の接触点は、柱本体６の長さ方向中央部寄りに移行す
る。これに伴って、最大モーメントが生じる位置が前記
微少断面に隣接する他の微少断面に移行し、その部分の
柱本体６の側面についても、支持部材７，８の孔９，１
０に接触することになって、その変形が強制的に拘束さ
れることとなる。As described above, the holes 9, 10 of the support members 7, 8 are provided.
Is matched with the curvature .phi.f of the side surface of the column body 6 when yield strain occurs in the column body 6, the column body 6 exhibits the following behavior due to an external force such as an earthquake or wind force. First, when the strain in the micro-section at the upper end of the head 6a and the lower end of the leg 6b of the column main body 6 at which the maximum moment occurs due to an earthquake or wind force reaches the above-mentioned curvature φf, this micro-section is The deformation is forcibly restrained by contacting the holes 9, 10 of the support members 7, 8 located along the side surface of the main body 6.
Then, the contact point between the heads 6a and the leg portions 6b of the pillar body 6 and the holes 9 and 10 shifts toward the center in the length direction of the pillar body 6. Along with this, the position where the maximum moment occurs is shifted to another minute section adjacent to the minute section, and the side surfaces of the column body 6 at that part also have holes 9, 1 of the support members 7, 8.
As a result, the deformation is forcibly restrained.
【００１５】このようにして、柱本体６が頭部６ａ，脚
部６ｂにおいて降伏点に達するところで、これら柱本体
６の頭部６ａ，脚部６ｂの側面が支持部材７，８の孔
９，１０の内周面に当接することによってその変形が拘
束されるようになっている。As described above, when the column body 6 reaches the yield point at the head 6a and the leg 6b, the side surfaces of the head 6a and the leg 6b of the column body 6 correspond to the holes 9 of the support members 7,8. By contacting the inner peripheral surface of 10, the deformation thereof is restrained.
【００１６】ところで、柱本体６の入力せん断力Ｑは、 Ｑ＝２・Ｍmax／Ｌ （Ｍmax；最大モーメント、Ｌ；柱本体６の有効長さ）
で表される。そして、前記したように、柱本体６が頭部
６ａ，脚部６ｂにおいて降伏点に達するところで、これ
ら柱本体６の頭部６ａ，脚部６ｂの側面が支持部材７，
８の孔９，１０の内周面に当接する点、すなわち最大モ
ーメントの生じる支承点が柱本体６の長さ方向中央部寄
りに順次移行していくと、これに伴って柱本体６の有効
長さＬが漸次減少する。すると、その結果、柱本体６の
せん断力Ｑが増大することとなる。By the way, the input shear force Q of the column body 6 is as follows: Q = 2 · Mmax / L (Mmax: maximum moment, L: effective length of the column body 6)
It is represented by As described above, when the pillar body 6 reaches the yield point at the head 6a and the leg 6b, the side surfaces of the head 6a and the leg 6b of the pillar body 6 are supported by the support member 7,
When the point of contact with the inner peripheral surfaces of the holes 9 and 10 of the 8, that is, the bearing point where the maximum moment occurs, gradually shifts toward the center in the longitudinal direction of the column body 6, the column body 6 becomes effective accordingly. The length L gradually decreases. Then, as a result, the shearing force Q of the column main body 6 increases.
【００１７】上述したように、ビル１のピロティ５を構
成する各免震柱４が、柱本体６と、その頭部６ａ，脚部
６ｂに配設した支持部材７、８とから構成され、支持部
材７，８に形成された孔９，１０が湾曲面Ａ，Ｂで形成
されて、その曲率が、柱本体６に降伏歪発生時の柱本体
６の側面の曲率φｆに一致するよう設定されている。こ
れにより、地震や風により強大な外力が作用した場合
に、柱本体６が降伏点に達するところで支持部材７，８
によってその変形を阻止することができる。このように
して、柱本体６の頭部６ａ，脚部６ｂにエネルギーを集
中させずに、この部分における降伏を回避してエネルギ
ーを分散させることができる。したがって、免震柱４
は、このような支持部材７，８を備えない単なる柱に比
較して、弾性域を飛躍的に拡大することが可能となり、
万一の場合のフェイルセーフ機能を備えたものとなる。
この結果、このような免震柱４によって構成されるピロ
ティ５の層崩壊を防ぐことができ、ビル１全体としての
強度バランスをとってその耐震性を高めることができ
る。しかも、免震柱４においては、柱本体６の全長を部
材として有効に用いることができ、その断面を拡大する
必要もないので、空間の有効利用を図ることができると
共に高い経済メリットを得ることもできる。As described above, each seismic isolation column 4 constituting the piloty 5 of the building 1 is composed of the column main body 6 and the supporting members 7 and 8 disposed on the head 6a and the leg 6b, Holes 9 and 10 formed in the support members 7 and 8 are formed with curved surfaces A and B, and the curvature thereof is set to match the curvature φf of the side surface of the column main body 6 when yield strain occurs in the column main body 6. Have been. Thus, when a strong external force is applied due to an earthquake or wind, the support members 7, 8 are provided when the column body 6 reaches the yield point.
The deformation can be prevented. In this way, without concentrating the energy on the head 6a and the leg 6b of the column main body 6, it is possible to avoid yielding at this portion and disperse the energy. Therefore, seismic isolation column 4
Makes it possible to dramatically expand the elastic range as compared with a simple column without such support members 7 and 8,
It has a fail-safe function in case of an emergency.
As a result, it is possible to prevent the layered collapse of the piloty 5 constituted by the seismic isolation columns 4 and to improve the earthquake resistance of the building 1 as a whole while maintaining the strength balance. Moreover, in the seismic isolation column 4, the entire length of the column main body 6 can be effectively used as a member, and there is no need to enlarge the cross section, so that effective use of space can be achieved and high economic merit can be obtained. Can also.
【００１８】なお、上記実施の形態において、本発明に
係る免震柱を、地上１階部分のピロティ５を構成する免
震柱４として適用する例を用いたが、その設置位置は何
ら限定するものではなく、例えば地下駐車場の柱として
用いる場合や、例えば地上２階以上に位置するエントラ
ンスホール等の柱として用いる場合にも同様に適用する
ことが可能である。特にそのような場合、上記実施の形
態において、支持部材８を地盤Ｇ中に埋設する構成とし
たが、これを地盤中に構築した各種基礎上や地下躯体，
下層階の柱等に設置しても良い。また、支持部材７，８
は、ビル上部２あるいは基礎，地下躯体，柱等に一体に
埋設するようにしてもよい。また、免震柱４を構成する
柱本体６，支持部材７，８の材質については何ら限定す
るものではなく、所定の耐力と剛性を有していれば良
く、例えば全体を金属のみで形成したり、表面のみを金
属で被覆したりしてもよい。さらに支持部材７，８の湾
曲面Ａ，Ｂの曲率は、上記した柱本体６の降伏歪発生時
における曲率φｆに一致させなくとも、より小さな値と
してもよい。In the above-described embodiment, the example in which the seismic isolation column according to the present invention is applied as the seismic isolation column 4 constituting the piloty 5 on the first floor above ground is used, but the installation position is not limited at all. For example, the present invention can be similarly applied to a case where it is used as a pillar of an underground parking lot or a case where it is used as a pillar of an entrance hall or the like located at two or more floors above the ground. In particular, in such a case, in the above-described embodiment, the support member 8 is buried in the ground G. However, the support member 8 is constructed on various foundations and underground skeletons constructed in the ground.
It may be installed on a pillar or the like on the lower floor. Also, the support members 7, 8
May be buried integrally in the upper part 2 of the building or in the foundation, underground frame, pillar or the like. Further, the material of the column body 6, the supporting members 7, 8 constituting the seismic isolation column 4 is not limited at all, as long as it has a predetermined strength and rigidity. Alternatively, only the surface may be coated with a metal. Further, the curvatures of the curved surfaces A, B of the support members 7, 8 may not be equal to the curvature φf at the time of the occurrence of the yield strain of the column body 6, and may be smaller.
【００１９】[0019]
【発明の効果】以上説明したように、請求項１に係る免
震柱によれば、構造物を構成する柱の端部に筒状部材を
配設し、筒状部材の孔の内周面を、柱の端部から他方の
端部側に向けて径寸法が漸次増大する湾曲面とする構成
となっている。また、請求項２に係る免震柱によれば、
湾曲面の曲率を、柱に降伏歪が生じたときの柱の側面の
曲率に一致させる構成となっている。このような構成の
免震柱では、地震や風により強大な外力が作用した場合
に、柱が降伏点に達するところでその変形を拘束するこ
とができ、柱の弾性域を飛躍的に拡大することが可能と
なり、筒状部材が万一の場合のフェイルセーフ機能を果
たすものとなる。この結果、例えばピロティのような壁
のない層等がある構造物においても、この層に上記免震
柱を適用することによって構造物全体の耐震性を高める
ことができ、しかも、柱の断面を拡大する必要もないの
で、空間の有効利用を図ることができると共に高い経済
メリットを得ることもできる。As described above, according to the seismic isolation column according to the first aspect, the cylindrical member is disposed at the end of the column constituting the structure, and the inner peripheral surface of the hole of the cylindrical member is provided. Is a curved surface whose diameter dimension gradually increases from the end of the pillar toward the other end. According to the seismic isolation column according to claim 2,
The curvature of the curved surface is configured to match the curvature of the side surface of the column when yield strain occurs in the column. In the case of a seismic isolation column with such a structure, when a strong external force is applied due to an earthquake or wind, the deformation of the column can be restrained when it reaches the yield point, and the elastic range of the column can be dramatically expanded. And a fail-safe function in the event that the cylindrical member should be used. As a result, even in a structure having a layer without walls such as piloti, for example, the seismic isolation of the entire structure can be improved by applying the seismic isolation column to the layer, and the cross section of the column can be reduced. Since there is no need to expand the space, effective use of space can be achieved and high economic merit can be obtained.
【図１】 本発明に係る免震柱を適用した構造物の一例
を示す立断面図である。FIG. 1 is a vertical sectional view showing an example of a structure to which a seismic isolation column according to the present invention is applied.
【図２】 前記免震柱を示す立断面図である。FIG. 2 is an elevational sectional view showing the seismic isolation column.
【図３】 柱におけるモーメントと降伏歪との関係を示
す図である。FIG. 3 is a diagram showing a relationship between moment and yield strain in a column.
１ ビル（構造物） ４ 免震柱 ６ 柱本体（柱） ７，８ 支持部材（筒状部材） ９，１０ 孔 Ａ，Ｂ 湾曲面 DESCRIPTION OF SYMBOLS 1 Building (structure) 4 Seismic isolation column 6 Column main body (column) 7, 8 Support member (tubular member) 9, 10 holes A, B Curved surface
───────────────────────────────────────────────────── フロントページの続き (72)発明者 兼光 知巳 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 (72)発明者 堀江 竜巳 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 ──────────────────────────────────────────────────続 き Continuing from the front page (72) Inventor Tomomi Kanemitsu 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Tatsumi Horie 1-2-3 Shibaura, Minato-ku, Tokyo Shimizu Construction Co., Ltd.
Claims (2)
の中心軸線に沿って形成された孔に前記柱が挿入された
筒状部材が配設され、前記孔の内周面が、前記柱の前記
筒状部材が位置する側の端部から他方の端部側に向けて
径寸法が漸次増大する湾曲面とされていることを特徴と
する免震柱。1. A cylindrical member having a cylindrical hole formed along a central axis and having the column inserted therein is disposed at an end of the column constituting the structure, and an inner peripheral surface of the hole. However, the seismic isolation column is characterized in that the column has a curved surface whose diameter gradually increases from the end on the side where the tubular member is located to the other end.
曲面の曲率が、前記柱に降伏歪が生じたときの該柱の側
面の曲率に一致する構成とされて、該曲率が式 φｆ＝（｜cεy｜＋｜tεy｜）／Ｄ φｆ；曲率 cεy；降伏点における曲げ圧縮歪t εy；降伏点における曲げ引張り歪 Ｄ；柱せい で示されることを特徴とする免震柱。2. The seismic isolation column according to claim 1, wherein a curvature of the curved surface is equal to a curvature of a side surface of the column when a yield strain occurs in the column, and the curvature is expressed by an equation. φf = (| c ε y | + | t ε y |) / D φf; curvature c epsilon y; wherein the indicated due pillar; flexural tensile strain D at yield point; flexural compressive strain t epsilon y at yield point And seismic isolation columns.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP33426496A JP3656346B2 (en) | 1996-12-13 | 1996-12-13 | Seismic isolation column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP33426496A JP3656346B2 (en) | 1996-12-13 | 1996-12-13 | Seismic isolation column |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10169094A true JPH10169094A (en) | 1998-06-23 |
| JP3656346B2 JP3656346B2 (en) | 2005-06-08 |
Family
ID=18275404
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP33426496A Expired - Fee Related JP3656346B2 (en) | 1996-12-13 | 1996-12-13 | Seismic isolation column |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3656346B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008240488A (en) * | 2007-03-29 | 2008-10-09 | Kajima Corp | Concrete type bar-shaped damper structure |
| JP2011080293A (en) * | 2009-10-08 | 2011-04-21 | Kajima Corp | Seismic response controlled bridge pier |
| JP2013133683A (en) * | 2011-12-27 | 2013-07-08 | Kajima Corp | Method of manufacturing damper structure |
-
1996
- 1996-12-13 JP JP33426496A patent/JP3656346B2/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008240488A (en) * | 2007-03-29 | 2008-10-09 | Kajima Corp | Concrete type bar-shaped damper structure |
| JP4735585B2 (en) * | 2007-03-29 | 2011-07-27 | 鹿島建設株式会社 | Concrete rod-shaped damper structure |
| JP2011080293A (en) * | 2009-10-08 | 2011-04-21 | Kajima Corp | Seismic response controlled bridge pier |
| JP2013133683A (en) * | 2011-12-27 | 2013-07-08 | Kajima Corp | Method of manufacturing damper structure |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3656346B2 (en) | 2005-06-08 |
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