JP3050758B2 - Tower or pillar support structure and damper used therefor - Google Patents

Tower or pillar support structure and damper used therefor

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Publication number
JP3050758B2
JP3050758B2 JP6227537A JP22753794A JP3050758B2 JP 3050758 B2 JP3050758 B2 JP 3050758B2 JP 6227537 A JP6227537 A JP 6227537A JP 22753794 A JP22753794 A JP 22753794A JP 3050758 B2 JP3050758 B2 JP 3050758B2
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JP
Japan
Prior art keywords
tower
damper
base
support
steel
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 - Lifetime
Application number
JP6227537A
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Japanese (ja)
Other versions
JPH0892914A (en
Inventor
久哲 大塚
茂樹 運上
秀毅 向
亜紀夫 林
守雄 聖生
Original Assignee
建設省土木研究所長
財団法人土木研究センター
パシフィックコンサルタンツ株式会社
新日本製鐵株式会社
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Publication date
Application filed by 建設省土木研究所長, 財団法人土木研究センター, パシフィックコンサルタンツ株式会社, 新日本製鐵株式会社 filed Critical 建設省土木研究所長
Priority to JP6227537A priority Critical patent/JP3050758B2/en
Publication of JPH0892914A publication Critical patent/JPH0892914A/en
Application granted granted Critical
Publication of JP3050758B2 publication Critical patent/JP3050758B2/en
Anticipated expiration legal-status Critical
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Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【0001】[0001]

【産業上の利用分野】この発明は各種橋に利用される塔
の耐震性向上に関するものである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to the improvement of earthquake resistance of towers used for various bridges.

【0002】[0002]

【従来の技術】図9及び図10に一般的な斜張橋の概略
の構造を示す。図中1は桁、2は塔、3はワイヤ、4は
基礎を示す。つまり桁1は塔2の頭部から吊られたワイ
ヤ3によって支持される。塔2と桁1との間はフリーと
され、桁1から塔2に無理な力が伝わらない構造とされ
ている。この構造により桁1を支えるワイヤ3が斜めに
張られることから斜張橋と呼ばれている。
2. Description of the Related Art FIGS. 9 and 10 show a schematic structure of a general cable stayed bridge. In the figure, 1 indicates a column, 2 indicates a tower, 3 indicates a wire, and 4 indicates a foundation. That is, the girder 1 is supported by the wire 3 suspended from the head of the tower 2. The space between the tower 2 and the girder 1 is free, and the structure is such that no excessive force is transmitted from the girder 1 to the tower 2. This structure is called a cable-stayed bridge because the wire 3 supporting the girder 1 is stretched diagonally.

【0003】図11は吊橋型の橋の構造を示す。吊橋型
の場合、塔2と塔2の間に主ワイヤ33を差し渡し、主
ワイヤ33に鉛直方向にワイヤ3を吊り下げ、ワイヤ3
によって桁1を水平な姿勢に支持する構造とされる。
FIG. 11 shows a structure of a suspension bridge type bridge. In the case of the suspension bridge type, a main wire 33 is inserted between the towers 2 and the wire 3 is suspended vertically from the main wire 33, and
Thus, the girder 1 is supported in a horizontal posture.

【0004】[0004]

【発明が解決しようとする課題】斜張橋及び吊橋型の橋
の何れにしても塔2は比較的高く植立される。このため
地震時には塔2の上端は大きく震れるおそれがある。塔
2の上端が大きく震れると、ワイヤ3及び主ワイヤ33
も大きく震れることになり、桁1にも影響を与えるため
危険な状態となる。
The tower 2 is set up relatively high in both the cable-stayed bridge and the suspension bridge type bridge. For this reason, the upper end of the tower 2 may shake greatly during an earthquake. When the upper end of the tower 2 shakes greatly, the wire 3 and the main wire 33
Will also tremble greatly, affecting the girder 1 and causing a dangerous situation.

【0005】また、塔2の震れと、ワイヤ3または主ワ
イヤ33の震れが相互に共振すると震れの大きさが漸次
大きく成長するから塔2が倒壊することが考えられ、危
険な状態となる。更に斜張橋或いは吊橋型の橋の何れに
しても、塔2は図10に示すように桁1を跨いて門形に
建てられるため、塔2が桁1と直交する方向に震れると
き、塔2を構成する縦部材2Aと縦部材2Aの間を連結
する横部材2Bとの結合部2Cの強度を強くしないと破
損の危険があるまた震れに対して塔2が充分に耐えられ
るようにするためには塔2の強度を高めなければならな
い。しかしながら塔2の強度を高めるためには強度の強
い部材を多量に使わなければならないことと、基礎4の
工事にも多くの費用が掛りコストの点で問題がある。
When the vibration of the tower 2 and the vibration of the wire 3 or the main wire 33 resonate with each other, the magnitude of the vibration gradually increases, and the tower 2 is considered to collapse. Becomes Further, in either case of the cable-stayed bridge or the suspension bridge type bridge, since the tower 2 is built in a gate shape across the girder 1 as shown in FIG. 10 , when the tower 2 shakes in a direction orthogonal to the girder 1, If the strength of the joint 2C between the vertical member 2A and the horizontal member 2B connecting the vertical member 2A constituting the tower 2 is not increased, there is a risk of breakage. Also, the tower 2 can sufficiently withstand vibration. In order to achieve this, the strength of the tower 2 must be increased. However, in order to increase the strength of the tower 2, a large amount of high-strength members must be used, and construction of the foundation 4 requires a lot of cost, which is problematic in terms of cost.

【0006】この発明では比較的安価なコストで耐震性
の高い塔の支持構造を提案するものである。
The present invention proposes a tower support structure having a relatively low cost and high earthquake resistance.

【0007】[0007]

【課題を解決するための手段】この発明では斜張橋或い
は吊橋型の橋或いはその他ラーメン橋等を構成する塔の
中間部において塔を上部側部材と基部側部材に分割する
と共に上部側部材と基部側部材の間及び塔と、この塔の
相互を連結した横部材との間に何れの方向にも折曲る支
承部を設け、この支承部で分離された塔の上部側部材と
基部側部材との間及び横部材と塔との間にダンパーを介
挿した構造としたものである。
According to the present invention, the tower is divided into an upper member and a base member at an intermediate portion of a tower constituting a cable-stayed bridge, a suspension bridge type bridge or another ramen bridge, and the upper member is connected to the upper member. A support is provided between the base members and between the tower and the horizontal member connecting the towers, and the support is bent in any direction. The upper member and the base of the tower separated by the support are provided. It has a structure in which dampers are interposed between members and between the horizontal member and the tower.

【0008】ダンパーは弾塑性履歴型ダンパー用部材
(超低降伏点鋼とも呼ばれる)によって構成することが
できる。その構造の一例としては弾塑性履歴型ダンパー
用部材によって支承点を取囲む筒状体を形成し、この筒
状体によって上部側部材と基部側部材を連結し、または
塔を構成する縦部材と横部材との間を連結した構造とす
ることができる。
The damper can be constituted by a member for an elastic-plastic hysteretic damper (also called an ultra-low yield point steel). As an example of the structure, a tubular body surrounding the supporting point is formed by an elastic-plastic hysteretic damper member, and the tubular body connects the upper side member and the base side member, or a vertical member constituting a tower. The structure which connected between the horizontal members can be used.

【0009】また他のダンパーの構造としては弾塑性履
歴型ダンパー用部材によって筒状体を形成すると共にこ
状体の外周に圧縮力に対して強度が強い充填材を被
着形成し、この充填材の外周に鋼管を嵌着して構成する
ことができる。この発明の構成によれば、塔は上部側部
材と基部側部材に2分割し、上部側部材を何れの方向に
倒動可能に支承すると共に、2分割した部分にダンパ
ーを介挿したから、塔を構成する上部側部材の震れはダ
ンパーによって吸収され減衰される。また塔の相互を連
結する横部材と塔との間にも支承部とダンパーを介挿し
たから、塔の横震れに対しても震れを吸収する作用が得
られる。
As another structure of the damper, a cylindrical member is formed by an elastic-plastic hysteretic damper member, and a filler having high strength against a compressive force is formed on the outer periphery of the cylindrical member. A steel pipe can be fitted around the outer periphery of the filler. According to the structure of the present invention, the tower is divided into an upper member and a base member, and the upper member is divided in any direction.
Together also倒動it can be supported, because I interposed a damper 2 divided partial, touch the upper side member constituting the column is absorbed by the damper attenuation. The continuous mutual tower
Since the bearing and the damper are also interposed between the connecting horizontal member and the tower , an action of absorbing the vibration even when the tower is horizontally shaken is obtained.

【0010】この結果、地震時に桁の長手方向震れ、
及び横方向の震れに対しても塔の震れが大きくなる方向
に成長することはなく、免震性に優れている。然も塔を
上部側部材基部側部材に2分割して支承する構造及び
縦部材と横部材との結合点に支承部を設けた構造とした
から、支承部において自由に折曲ることが許される。よ
って塔を構成する部材は折曲に対して強度を要求される
ことなく、桁を支える鉛直方向の強度或いは横部材は縦
部材を連結する強度だけ考慮すれば済むから、免震のた
めに特別な強度を持たせる必要がない。また基礎部分に
関しても同様であるから、強度の点で特別なコストを掛
ける必要がない。よって工費を安価に済ませることがで
きる利点が得られる。
[0010] As a result, the run-out of the digits of the longitudinal direction at the time of the earthquake,
Also, the tower does not grow in the direction in which the tremor of the tower becomes larger with respect to the tremor in the lateral direction, and is excellent in seismic isolation. Since the tower is divided into two parts, the upper part and the base part, and the supporting part is provided at the connecting point between the vertical and horizontal members, it can be freely bent at the supporting part. forgiven. Therefore, the members that make up the tower are not required to have strength against bending, and only the strength in the vertical direction that supports the girder or the strength of connecting the vertical members need to be considered. It is not necessary to have strong strength. The same applies to the base portion, so that it is not necessary to apply a special cost in terms of strength. Therefore, there is an advantage that the construction cost can be reduced.

【0011】[0011]

【実施例】図1にこの発明の一実施例を示す。この例で
はこの発明を斜張橋に適用した場合を示す。図中、図9
と対応する部分には同一符号を付して示す。この発明に
おいては塔2を構成する縦部材2Aを上部側部材2AA
と基部側部材2ABに分割し、その分割点に支承部5を
設ける。支承部5はこの例では部材2AA及び2ABよ
り折り曲がり易い強度を持つ普通鋼5Aによって上部側
部材2AAと基部側部材2ABの間を連結し、この普通
鋼5Aの弾性によって上部側部材2AAが360°何れ
の方向にも倒動可能に支承する。
FIG. 1 shows an embodiment of the present invention. This example shows a case where the present invention is applied to a cable-stayed bridge. In the figure, FIG.
The parts corresponding to are denoted by the same reference numerals. In the present invention, the vertical member 2A constituting the tower 2 is replaced with the upper member 2AA.
And a base side member 2AB, and a support portion 5 is provided at the division point. In this example, the support portion 5 connects the upper side member 2AA and the base side member 2AB by the ordinary steel 5A having a strength that is more easily bent than the members 2AA and 2AB, and the elasticity of the ordinary steel 5A causes the upper side member 2AA to be 360. ° Support to fall in any direction.

【0012】これと共に図2に示すように、塔2を構成
する上部側部材2AA及び基部側部材2ABと横部材2
Bとの結合部にも普通鋼5Aを介挿し、上部側部材2A
A及び基部側部材2ABと横部材2Bとの結合部も支承
構造にする。塔2に設けた各支承部5には支承部5を囲
んでダンパー6を設ける。ダンパー6としては例えば新
日本製鐡株式会社殿が製造し、販売している商品名BT
−LYP100、BT−LYP235で呼ばれる弾塑性
履歴型ダンパー用鋼板によって円筒体を形成し、この円
筒体を支承部5の位置において塔2を構成する上部側部
材2AAと基部側部材2ABの間及びこれら上部側部材
2AA及び基部側部材2ABと横部材2Bとの間に連結
させて構成することができる。
As shown in FIG. 2, an upper member 2AA, a base member 2AB, and a horizontal member 2
B is also inserted into the joint with B, and the upper side member 2A is inserted.
A and the joint between the base side member 2AB and the lateral member 2B are also of a bearing structure. Each support 5 provided on the tower 2 is provided with a damper 6 surrounding the support 5. As the damper 6, for example, a product name BT manufactured and sold by Nippon Steel Corporation
-LYP100, BT-LYP235, a cylindrical body is formed by an elastic-plastic hysteretic damper steel plate, and this cylindrical body is formed between the upper side member 2AA and the base side member 2AB constituting the tower 2 at the position of the support portion 5, and The upper member 2AA, the base member 2AB, and the horizontal member 2B can be connected to each other.

【0013】図3にダンパー6の装着状況の詳細構造を
示す。図3に示す例では塔2を構成する上部側部材2A
Aと基部側部材2ABとの間に支承部5を介挿し、この
支承部5を取囲んでダンパー6を構成する円筒体を上部
側部材2AAと基部側部材2ABの間に挿入し、上部側
部材2AAと基部側部材2ABに例えば熔接等によって
結合し連結する構造とした場合を示す。このためには円
筒体を例えば2分割構造とし、現場で熔接して連結すれ
ばよい。
FIG. 3 shows a detailed structure of the mounting state of the damper 6. In the example shown in FIG. 3, the upper side member 2A constituting the tower 2
A and a base member 2AB are inserted between the upper member 2AA and the base member 2AB by inserting a support member 5 between the upper member 2AA and the base member 2AB. A case is shown in which the member 2AA and the base-side member 2AB are connected and connected by, for example, welding. For this purpose, the cylindrical body may be divided into two parts, for example, and welded and connected at the site.

【0014】上記した弾塑性履歴型ダンパー用鋼板は応
力Fに対し歪み量δは図4に示すように大きな面積を持
つ履歴変形特性を有する。この履歴変形特性により振動
吸収効果が得られる。つまり応力の印加によって履歴ル
ープを周回する毎に振動エネルギは吸収される。よって
震れを抑制する作用が得られる。この結果塔2を構成す
る上部側部材2AAの震れはダンパー6によって抑制さ
れ地震時においても震れが序々に成長することはない。
なお、上述した実施例ではこの発明を斜張橋に適用した
場合を説明したが、図11に示した吊橋構造の橋にも同
様にこの発明を適用できることは容易に理解できよう。
The above-mentioned steel sheet for an elastic-plastic hysteretic damper has a hysteresis deformation characteristic having a large area with respect to a stress F as shown in FIG. Due to this hysteresis deformation characteristic, a vibration absorbing effect can be obtained. In other words, the vibration energy is absorbed each time the circuit goes around the hysteresis loop by applying the stress. Therefore, the effect of suppressing the vibration can be obtained. As a result, the vibration of the upper member 2AA constituting the tower 2 is suppressed by the damper 6, and the vibration does not gradually grow even during the earthquake.
In the above-described embodiment, the case where the present invention is applied to a cable-stayed bridge has been described. However, it can be easily understood that the present invention can be similarly applied to a bridge having a suspension bridge structure shown in FIG.

【0015】図5及び図6にダンパー6の具体的な実施
構造を示す。図5の例では弾塑性履歴型ダンパー用鋼板
により円筒体6Aを形成すると共に、円筒体6Aの外周
に同じく弾塑性履歴型ダンパー用鋼板で形成した縦リブ
6Bを複数熔接付けした構造とした場合を示す。縦リブ
6Bを取付ることにより円筒体6Aが補強され、塔2の
座屈、倒壊等を避けることができる。
FIGS. 5 and 6 show a specific embodiment of the damper 6. FIG. In the example of FIG. 5, the cylindrical body 6A is formed from the steel plate for the elastic-plastic hysteretic damper, and a plurality of longitudinal ribs 6B also formed of the steel plate for the elastic-plastic hysteretic damper are welded to the outer periphery of the cylindrical body 6A. Is shown. By attaching the vertical ribs 6B, the cylindrical body 6A is reinforced, and buckling, collapse and the like of the tower 2 can be avoided.

【0016】図6の例では弾塑性履歴型ダンパー用鋼板
により円筒体6Aを形成し、その外周に間隔を開けて鋼
管7を配置し、円筒体6Aと鋼管7との間の間隙に圧縮
力に対して強度を持つ例えばコンクリート或は樹脂材等
の充填材8を充填して固化した構造とした場合を示す。
この構造によりダンパー6を構成する円筒体6Aが更に
強固に補強され塔2の強度が維持される。尚、図5及び
図6に示した円筒体6Aは四角形、六角形等の多角形に
形成することもできる。
In the example shown in FIG. 6, a cylindrical body 6A is formed from a steel plate for an elastic-plastic hysteretic damper, and steel pipes 7 are arranged at intervals on the outer periphery thereof. A compressive force is applied to a gap between the cylindrical body 6A and the steel pipe 7. A case is shown in which a filler 8 such as concrete or a resin material, which has strength, is filled and solidified.
With this structure, the cylindrical body 6A constituting the damper 6 is further reinforced, and the strength of the tower 2 is maintained. The cylindrical body 6A shown in FIGS. 5 and 6 may be formed in a polygon such as a quadrangle or a hexagon.

【0017】図7は支承部5の他の実施例を示す。この
例ではピボット支承構造とした場合を示す。このピボッ
ト支承構造によっても各部の連結点は自由に折り曲げる
ことができるから、図1及び図2の実施例と同様の作用
効果を得ることができる。図8はこの発明をラーメン橋
またはラーメン橋以外の構造体に適用した実施例を示
す。この実施例ではラーメン橋の場合を示す。ラーメン
橋の場合は柱9の基部側に支承部5とダンパー6を設け
る構造にすればよい。尚、支承部5とダンパー6は柱9
の上部と上部構造10との間に配置してもよい。
FIG. 7 shows another embodiment of the bearing 5. In this example, a case of a pivot bearing structure is shown. Since the connection point of each part can be freely bent by the pivot bearing structure, the same operation and effect as the embodiment of FIGS. 1 and 2 can be obtained. FIG. 8 shows an embodiment in which the present invention is applied to a ramen bridge or a structure other than a ramen bridge. In this embodiment, a case of a ramen bridge is shown. In the case of a ramen bridge, a structure may be adopted in which the support portion 5 and the damper 6 are provided on the base side of the pillar 9. The bearing 5 and the damper 6 are columns 9
And the upper structure 10 may be disposed between the upper structure 10 and the upper structure 10.

【0018】[0018]

【発明の効果】以上説明したように、この発明によれば
斜張橋或いは吊橋型の塔2更にはラーメン橋の柱9の鉛
直方向の支持は支承部5に担わせ、支承部5の周囲にダ
ンパー6を配置した構造としたから、塔2または柱を構
成する部材は360°何れの方向にも自由に震れること
を許される。しかしながらその反面塔2或いは柱9の震
れはダンパー6によって減衰される。この結果、大きな
震れに対して塔2または柱9は支承部5の存在により大
きく変形するが、その変形時にダンパー6により震れの
エネルギは吸収される。よって塔2または柱9の震れが
序々に成長することはなく、この制震作用によって減衰
性能を向上させることができる。
As described above, according to the present invention, the vertical support of the cable-stayed bridge or suspension bridge type tower 2 and the pillar 9 of the ramen bridge is carried by the support 5 and the periphery of the support 5 is provided. Since the damper 6 is disposed in the structure, the members constituting the tower 2 or the columns are allowed to freely shake in any direction of 360 °. However, the vibration of the tower 2 or the column 9 is damped by the damper 6. As a result, the tower 2 or the column 9 is greatly deformed due to the presence of the support portion 5 in response to a large shake, but the energy of the shake is absorbed by the damper 6 during the deformation. Therefore, the tremor of the tower 2 or the column 9 does not gradually grow, and the damping performance can be improved by this vibration damping action.

【0019】然も耐震性能を向上させるために基礎部4
及び塔2または柱9の部材の強度を特別に強くしなくて
済むから多くのコスト負担を掛けることなく、耐震性能
を高めることができる利点も得られる。
In order to improve seismic performance, the foundation 4
In addition, since the strength of the members of the tower 2 or the columns 9 does not need to be particularly increased, there is also obtained an advantage that the seismic performance can be enhanced without imposing a large cost burden.

【図面の簡単な説明】[Brief description of the drawings]

【図1】この発明の一実施例を説明するための側面図。FIG. 1 is a side view for explaining an embodiment of the present invention.

【図2】図1を正面から見た図。FIG. 2 is a front view of FIG. 1;

【図3】この発明の要部の構造を説明するための一部を
断面とした側面図。
FIG. 3 is a partial cross-sectional side view for explaining a structure of a main part of the present invention.

【図4】この発明に用いたダンパー用の部材の応力対歪
み特性を示すグラフ。
FIG. 4 is a graph showing stress versus strain characteristics of a damper member used in the present invention.

【図5】この発明に用いるダンパーの具体的な実施構造
を示す斜視図。
FIG. 5 is a perspective view showing a specific embodiment of a damper used in the present invention.

【図6】図3と同様の断面図。FIG. 6 is a sectional view similar to FIG. 3;

【図7】この発明に用いることができる支承部の他の例
を示す断面図。
FIG. 7 is a cross-sectional view showing another example of a bearing that can be used in the present invention.

【図8】この発明の他の応用例を示す側面図。FIG. 8 is a side view showing another application example of the present invention.

【図9】従来の斜張橋の構造を説明するための側面図。FIG. 9 is a side view for explaining the structure of a conventional cable stayed bridge.

【図10】図9を正面から見た図。FIG. 10 is a view of FIG. 9 as viewed from the front.

【図11】従来の吊橋型の橋の構造を説明するための側
面図。
FIG. 11 is a side view for explaining the structure of a conventional suspension bridge type bridge.

【符号の説明】[Explanation of symbols]

1 桁 2 塔 2AA 上部側部材 2AB 基部側部材 2B 横部材 3 ワイヤ 4 基礎 5 支承部 6 ダンパー 6A 円筒体 6B 縦リブ 7 鋼管 8 充填材 1 girder 2 tower 2AA Upper side member 2AB Base side member 2B Horizontal member 3 Wire 4 Foundation 5 Bearing 6 Damper 6A Cylindrical body 6B Vertical rib 7 Steel pipe 8 Filling material

───────────────────────────────────────────────────── フロントページの続き (72)発明者 大塚 久哲 茨城県つくば市大字旭1番地 建設省土 木研究所内 (72)発明者 運上 茂樹 茨城県つくば市大字旭1番地 建設省土 木研究所内 (72)発明者 向 秀毅 茨城県つくば市大字旭1番地 建設省土 木研究所内 (72)発明者 林 亜紀夫 東京都多摩市関戸1−7−5 パシフィ ックコンサルタンツ株式会社内 (72)発明者 聖生 守雄 東京都千代田区大手町二丁目6番3号 新日本製鐡株式会社内 (58)調査した分野(Int.Cl.7,DB名) E01D 1/00 E01D 11/00 E01D 19/04 101 ──────────────────────────────────────────────────続 き Continuing from the front page (72) Inventor Hisatoshi Otsuka 1 Asahi, Asahi, Tsukuba, Ibaraki Prefecture Inside the Civil Engineering Research Institute, Ministry of Construction In-house (72) Inventor Hideki Mukai 1 Asahi, Tsukuba, Ibaraki Prefecture Within the Public Works Research Institute, Ministry of Construction (72) Inventor Akio Hayashi 1-7-5 Sekido, Tama-shi, Tokyo Within Pacific Consultants Co., Ltd. (72) Invention Person Morio Seio 2-6-3 Otemachi, Chiyoda-ku, Tokyo Nippon Steel Corporation (58) Fields investigated (Int. Cl. 7 , DB name) E01D 1/00 E01D 11/00 E01D 19 / 04 101

Claims (5)

(57)【特許請求の範囲】(57) [Claims] 【請求項1】 鉛直な姿勢に建てられた塔をその中間部
において上部側部材と基部側部材に分割すると共に、上
記上部側部材が何れの方向にも倒動可能に支承する支承
部を設け、この支承部を取囲んで塔の基部側部材と上部
側部材との間にダンパーを介挿し、上記塔の上部側部材
の震れに対して減衰特性を与える構造としたことを特徴
とする塔の支持構造。
1. A tower constructed in a vertical position is divided into an upper member and a base member at an intermediate portion thereof, and a support portion is provided for supporting the upper member so that the upper member can be tilted in any direction. A damper is inserted between the base member and the upper member of the tower surrounding the bearing to provide a damping characteristic to the vibration of the upper member of the tower. Tower support structure.
【請求項2】 鉛直な姿勢に建てられた少なくとも2本
以上の塔と、これらの各塔の相互を連結する横部材とを
具備して構成される塔の支持構造において、 上記各塔は各塔の中間部において上部側部材と基部側部
とに分割し、この各分割部分に上記上部側部材が何れ
の方向にも倒動可能に支承する支承部を設け、更に上記
横部材と上記各塔との連結部にも上記支承部を設け、こ
れらの各支承部を囲んでダンパーを介挿した構造とした
ことを特徴とする塔の支持構造。
2. A tower support structure comprising at least two or more towers built in a vertical position and a horizontal member interconnecting these towers, wherein each of the towers is Upper part and base side in the middle of the tower
Divided into a timber, a bearing portion above the upper side member to the respective divided parts of倒動possible supported in either direction is provided, further the bearing also the connecting portion between the transverse member and the respective tower A tower support structure characterized by a structure in which a damper is interposed around each of these bearings.
【請求項3】 ラーメン構造を採る構造物の柱の上部側
或いは基部側に、この柱が何れの方向にも倒動可能な支
承部を設けると共に、この支承部を取囲んで柱の上部側
部材と基部側部材との間にダンパーを介挿し、柱の上部
側部材の震れに対して減衰特性を与える構造としたこと
を特徴とする柱の支持構造。
3. A support which can be tilted in any direction is provided on an upper side or a base side of a pillar of a structure having a rigid frame structure, and the pillar surrounds the support and has an upper side. A support structure for a pillar, wherein a damper is interposed between the member and the base side member to give a damping characteristic to vibration of the upper side member of the pillar.
【請求項4】 請求項1乃至3記載のダンパーはそれぞ
れ弾塑性履歴型ダンパー用鋼材を筒状に形成し、この筒
状体の周に補強用縦リブを複数取付、上記筒状体の上端
と下端を上記塔又は柱の上部側部材と基部側部材に連結
して実用することを特徴とするダンパー。
4. A damper according to claim 1, wherein a steel material for an elastic-plastic hysteretic damper is formed in a cylindrical shape, and a plurality of reinforcing longitudinal ribs are attached around the cylindrical body. And a lower end connected to the upper member and the base member of the tower or column for practical use.
【請求項5】 請求項1乃至3記載の何れかにおいてダ
ンパーはそれぞれ弾塑性履歴型ダンパー用鋼材を筒型に
形成し、そのダンパー用鋼材の外周に鋼管を配置した
後、両部材の間を圧縮力に強い材料で充填し、上記弾塑
性履歴型ダンパー用鋼材によって形成した筒の上端と下
端を上記塔又は柱の上部側部材と基部側部材に連結して
実用することを特徴とするダンパー。
5. The damper according to any one of claims 1 to 3, wherein the damper is formed by forming a steel material for an elasto-plastic hysteretic damper into a cylindrical shape, and after arranging a steel pipe on the outer periphery of the steel material for the damper, a gap between both members is provided. A damper characterized by being filled with a material having high compressive force and connecting the upper end and the lower end of a tube formed of the steel material for the elastic-plastic hysteretic damper to an upper member and a base member of the tower or column for practical use. .
JP6227537A 1994-09-22 1994-09-22 Tower or pillar support structure and damper used therefor Expired - Lifetime JP3050758B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP6227537A JP3050758B2 (en) 1994-09-22 1994-09-22 Tower or pillar support structure and damper used therefor

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP6227537A JP3050758B2 (en) 1994-09-22 1994-09-22 Tower or pillar support structure and damper used therefor

Publications (2)

Publication Number Publication Date
JPH0892914A JPH0892914A (en) 1996-04-09
JP3050758B2 true JP3050758B2 (en) 2000-06-12

Family

ID=16862462

Family Applications (1)

Application Number Title Priority Date Filing Date
JP6227537A Expired - Lifetime JP3050758B2 (en) 1994-09-22 1994-09-22 Tower or pillar support structure and damper used therefor

Country Status (1)

Country Link
JP (1) JP3050758B2 (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20190108845A (en) * 2018-03-15 2019-09-25 주식회사 택한 Hinge connection structure of retaining wall and base for rahmen bridge and construction method of rahmen bridge using the same
KR102268685B1 (en) * 2020-09-01 2021-06-22 윤철희 Vibration control pile

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3640195B2 (en) * 1997-03-11 2005-04-20 清水建設株式会社 Damping structure of buildings
JP2001288821A (en) * 2000-04-10 2001-10-19 Takenaka Komuten Co Ltd Structural frame

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20190108845A (en) * 2018-03-15 2019-09-25 주식회사 택한 Hinge connection structure of retaining wall and base for rahmen bridge and construction method of rahmen bridge using the same
KR102047470B1 (en) 2018-03-15 2019-11-21 주식회사 택한 Hinge connection structure of retaining wall and base for rahmen bridge and construction method of rahmen bridge using the same
KR102268685B1 (en) * 2020-09-01 2021-06-22 윤철희 Vibration control pile

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