JP2003232046A - Steel pipe damper and locking foundation structure using the same - Google Patents
Steel pipe damper and locking foundation structure using the sameInfo
- Publication number
- JP2003232046A JP2003232046A JP2002031358A JP2002031358A JP2003232046A JP 2003232046 A JP2003232046 A JP 2003232046A JP 2002031358 A JP2002031358 A JP 2002031358A JP 2002031358 A JP2002031358 A JP 2002031358A JP 2003232046 A JP2003232046 A JP 2003232046A
- Authority
- JP
- Japan
- Prior art keywords
- steel pipe
- footing
- damper
- pile
- 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.)
- Granted
Links
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、鋼管ダンパー、並
びに、この鋼管ダンパーを用いることにより基礎の高耐
震化を図ったロッキング基礎構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a steel pipe damper and a rocking foundation structure in which the steel pipe damper is used to make the foundation highly earthquake resistant.
【０００２】[0002]
【従来の技術】橋脚基礎などにおいて、ロッキング振動
を起すと免震効果があることは知られている。従来のロ
ッキング基礎としては様々な形式があるが、次の二種類
に大別できる。一つは、浮上がりを制限しない構造で、
ロッキング部（浮上がり部）とシェアキー機能を持たせ
た地中梁が全杭頭に固定されているものである。他の一
つは、「シェアキー」と「ダンパーキー」とを組み合わ
せた高架構造である。これは浮上がり部にシェアキーと
ダンパーキーが配置されており、浮上がり量を緩和する
構造となっている。2. Description of the Related Art It is known that rocking vibrations in a pier foundation have seismic isolation. There are various types of conventional locking foundations, but they can be broadly classified into the following two types. One is a structure that does not limit the rise,
A rocking part (lifting part) and an underground beam with a share key function are fixed to all pile heads. The other is an elevated structure that combines a “share key” and a “damper key”. This has a share key and a damper key in the rising part, and has a structure that reduces the amount of lifting.
【０００３】図９（ａ），（ｂ）は前者の構造を示すも
のであり、このものは、橋脚柱１を支持したフーチング
２と、その両側に配置され、杭３と一体の土台部（地中
梁）４とからなっており、フーチング２がロッキング部
となり、土台部４は支承とシェアキーの機能を兼用す
る。土台部４には、浮上がる反対側（転がり側）に大き
なせん断力が伝達される。このせん断力を各杭３に均等
に伝えるため地中梁で結合されている場合が多いが、地
中梁なしでもロッキング基礎として成立つ。また、土台
−ロッキングフーチング間には衝撃緩衝材としてネオプ
レンゴム５が介在されている。FIGS. 9 (a) and 9 (b) show the former structure, which is a footing 2 supporting a pier column 1 and a base portion which is arranged on both sides of the footing 2 and is integral with a pile 3 ( The footing 2 serves as a locking portion, and the base portion 4 serves both as a bearing and a share key. A large shearing force is transmitted to the base portion 4 on the opposite side (rolling side) from which it floats. In order to evenly transmit this shearing force to each pile 3, it is often connected by an underground beam, but it can be established as a rocking foundation without an underground beam. Further, a neoprene rubber 5 is interposed as a shock absorbing material between the base and the rocking footing.
【０００４】図１０は後者の構造を示すもので、一対の
橋脚柱６の下部にはロッキング部７が形成されている、
ロッキング部７は、図の一部に拡大して示すように、ゴ
ムなどの弾性材料８を介して凹凸状に接合した接合位置
の上下を貫通してシェアキー９が配置され、その下部側
を橋脚柱６の下部に定着させているとともに、上部側を
エネルギー吸収用のダンパー装置１０に接続している。
この構造においては、ロッキングによる橋軸直角方向へ
の移動量は、橋脚の浮上がり量が安全値を超えない範囲
で止るように設計されている。FIG. 10 shows the latter structure, in which a locking portion 7 is formed at the bottom of a pair of pier columns 6.
As shown in an enlarged view in a part of the figure, the locking part 7 has a share key 9 arranged through the upper and lower sides of a joint position where it is joined in an uneven shape via an elastic material 8 such as rubber, and the lower side thereof is It is fixed to the lower part of the pier pillar 6, and the upper part is connected to the damper device 10 for absorbing energy.
In this structure, the amount of movement in the direction perpendicular to the bridge axis due to locking is designed to stop within a range in which the amount of lift of the pier does not exceed the safe value.
【０００５】[0005]
【発明が解決しようとする課題】しかしながら、以上の
ロッキング基礎では、いずれも次に述べる技術課題があ
った。まず、前者の構造では、図９（ｂ）に矢印に示す
方向に地震力が作用すると、浮上がる反対箇所一カ所に
せん断力が集中し、それを杭全体に伝達するために、大
きな地中梁を必要とする。However, all of the above locking foundations have the following technical problems. First, in the former structure, when the seismic force acts in the direction indicated by the arrow in Fig. 9 (b), the shearing force concentrates at one point on the opposite side where it rises, and in order to transmit it to the entire pile, it is necessary to use a large underground Need a beam.
【０００６】また、後者の組合わせ構造では、浮上がる
反対側一カ所にせん断力を集中するため、設計が難し
く、断面を大きく取らざるを得ない。また、図示のごと
く、横梁１１を設けてせん断力を浮上がり側の橋脚柱６
に伝える必要があり、加えて浮上がり量を緩和するため
のダンパー装置１０も高価なものとなり、構築費用がそ
の分かさむため、不経済となっていた。Further, in the latter combination structure, since the shearing force is concentrated at one place on the opposite side where it floats, it is difficult to design and a large cross section must be taken. Further, as shown in the figure, a transverse beam 11 is provided to apply shearing force to the pier column 6 on the floating side.
In addition, the damper device 10 for alleviating the floating amount is also expensive, and the construction cost is increased accordingly, which is uneconomical.
【０００７】本発明は以上の課題を解決するものであ
り、その目的は、簡易な構造にして安価でありながら確
実性の高い鋼管ダンパー、並びに、この鋼管ダンパーを
用いることにより、高耐震化のための構造を簡単で安価
に構成できるようにしたロッキング基礎構造を提供する
ものである。The present invention is intended to solve the above problems, and an object thereof is to provide a steel pipe damper which has a simple structure, is inexpensive, and has high reliability, and the use of the steel pipe damper provides high seismic resistance. The present invention provides a locking foundation structure that is simple and inexpensive to construct.
【０００８】[0008]
【課題を解決するための手段】前記目的を達成するた
め、本発明にかかる鋼管ダンパーは、相互に離間する方
向への引抜き力が加えられる第１及び第２の構造体間に
配設される鋼管ダンパーであって、前記第１の構造体内
に埋設される有底の鋼管と、該鋼管を挿通して、その下
端を前記鋼管の底部に定着するとともに、前記第２の構
造体内に定着した鋼材とを備えたことを特徴とするもの
である。したがって、本発明では、第１の構造体と第２
の構造体とが相互に離間する方向に引抜き力が加わる
と、第２の構造体内に定着した鋼材が鋼管の底部を引張
る結果、鋼管の中間部が膨出して鋼管と第１の構造体と
の摩擦力が大きくなった状態で、第１の構造体から鋼管
が抜け出される際に引抜き力が抑えられるため、簡易な
構造にして安価でありながら、逸散減衰を阻害すること
がなく、一般のダンパーと比較してより効果的な減衰効
果を得ることができ、確実なダンパー機能を得ることが
できる。In order to achieve the above object, a steel pipe damper according to the present invention is arranged between first and second structures to which a drawing force is applied in a direction in which they are separated from each other. A steel pipe damper, which is a bottomed steel pipe embedded in the first structure, and the steel pipe is inserted to fix the lower end of the steel pipe to the bottom of the steel pipe and to the second structure. And a steel material. Therefore, in the present invention, the first structure and the second structure
When a drawing force is applied in a direction in which the steel structure and the structure of FIG. 2 are separated from each other, the steel material fixed in the second structure pulls the bottom part of the steel pipe, and as a result, the middle part of the steel pipe bulges and Since the pulling force is suppressed when the steel pipe is pulled out from the first structure in the state where the frictional force is increased, the structure is simple and inexpensive, but it does not hinder the escape damping. It is possible to obtain a more effective damping effect as compared with the above-mentioned damper, and it is possible to obtain a reliable damper function.
【０００９】一方、本発明にかかるロッキング基礎構造
は、脚柱の下部を支持するフーチングと、該フーチング
の下部に設置した複数の杭と、該各杭の杭頭部と前記フ
ーチングとの間に介在される鋼管とからなり、前記鋼管
は、前記杭の上部内側にほぼ埋設状態に固定配置され、
かつ前記フーチング内への上部突出端子外周にこれを定
着させる手段を設けるとともに、前記鋼管の上下を貫通
して鋼材を挿通し、該鋼材の下端を前記鋼管の底部に定
着するとともに、上端を前記フーチング内に定着したも
のであることを特徴とするものである。したがって、本
発明では、フーチングをロッキング部とし、各鋼管をロ
ングストロークシェアキーとダンパーの二つの機能をも
たらすことができる。フーチングの浮き上がり時には、
鋼管底部が引張られ、鋼管が圧縮状態になって膨れるこ
とにより、コンクリートとの機械的摩擦力が発生して摩
擦ダンパーとなる。そして、従来では、フーチングが杭
頭に接触する際にダンパーが効き、振動エネルギーの地
盤への逸散減衰効果が薄れるという課題があったが、本
発明によれば、押込み時に鋼管が無応力となって膨張が
なくなり、フーチング着地を阻害しない、地盤へのエネ
ルギ逸散減衰効果を効率的に起こすことができる。On the other hand, in the locking foundation structure according to the present invention, a footing for supporting the lower part of the pedestal, a plurality of piles installed under the footing, and a pile head of each of the piles and the footing are provided. Consisting of a steel pipe interposed, the steel pipe is fixedly arranged in a substantially buried state inside the upper portion of the pile,
And, means for fixing this to the outer periphery of the upper protruding terminal into the footing is provided, and the steel material is inserted through the upper and lower parts of the steel pipe, the lower end of the steel material is fixed to the bottom part of the steel pipe, and the upper end is It is characterized by being fixed in the footing. Therefore, in the present invention, the footing can be used as the locking portion, and each steel pipe can be provided with the two functions of the long stroke shear key and the damper. When the footing rises,
The bottom portion of the steel pipe is pulled, and the steel pipe is compressed and swells to generate a mechanical frictional force with the concrete to serve as a friction damper. And, in the past, there was a problem that the damper works when the footing comes into contact with the pile head, and the effect of damping the dissipation of vibration energy to the ground is diminished, but according to the present invention, the steel pipe is stress-free at the time of pushing. As a result, the expansion is eliminated and the footing landing is not hindered, and the energy dissipation and damping effect on the ground can be efficiently generated.
【００１０】また、本発明では、前記鋼管頭部のフーチ
ングに対する定着手段が該フーチングの浮上がり方向に
対して所定の遊びを設けて該フーチングに設置されるも
のであることにより、地震時においてまずフーチングが
その遊び分だけ浮上がり、その後ＰＣ鋼棒の引張り力に
応じて杭から鋼管が抜出すため、効果的に鋼管を圧縮応
力状態とし、径方向への膨出により摩擦ダンパーとして
の機能を達成する。Further, according to the present invention, the fixing means for the footing of the steel pipe head is installed in the footing with a predetermined play in the rising direction of the footing. The footing floats by the amount of play, and then the steel pipe is pulled out from the pile according to the tensile force of the PC steel rod, so that the steel pipe is effectively put into a compressive stress state and functions as a friction damper by bulging in the radial direction. To achieve.
【００１１】さらに本発明では、前記鋼管の上半部内側
にコンクリートを充填し、かつ該コンクリートの中心に
配置されたシース管を通じて前記ＰＣ鋼棒が前記鋼管の
上下を貫通していることにより、杭内部に配置されてい
る鋼管の下半部のみ上下動に応じて圧縮応力を増減させ
て膨張収縮することにより、杭との間の摩擦力の増減が
なされる。Further, in the present invention, the inside of the upper half of the steel pipe is filled with concrete, and the PC steel rod penetrates above and below the steel pipe through a sheath pipe arranged at the center of the concrete. By increasing / decreasing the compressive stress and expanding / contracting only the lower half of the steel pipe arranged inside the pile according to the vertical movement, the frictional force with the pile is increased / decreased.
【００１２】[0012]
【発明の実施の形態】以下、本発明の好ましい実施の形
態につき、添付図面を参照して詳細に説明する。図１
（ａ），（ｂ）は、本発明にかかるロッキング基礎２０
の全体構成を示すもので、ロッキング構造２０は、橋脚
柱等の脚柱２１の下部を支持するフーチング２２と、こ
のフーチング２２の下部に設置した複数のコンクリート
杭２４（第１の構造体）と、各杭２４の杭頭部とフーチ
ング２２（第２の構造体）との間に介在された有底円筒
形の鋼管２６とからなっている。なお、各杭２４の頂部
には、ゴム等からなる扁平リング状の弾性体２３が設け
られている。Preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings. Figure 1
(A) and (b) show the locking foundation 20 according to the present invention.
The rocking structure 20 includes a footing 22 that supports a lower portion of a pedestal 21 such as a bridge pier, and a plurality of concrete piles 24 (first structure) installed under the footing 22. , A bottomed cylindrical steel pipe 26 interposed between the pile head of each pile 24 and the footing 22 (second structure). A flat ring-shaped elastic body 23 made of rubber or the like is provided on the top of each pile 24.
【００１３】鋼管２６は、本発明の鋼管ダンパーを構成
するものであって、図２に拡大して示すように、杭２４
の上部内側にほぼ埋設状態に固定配置されるものであ
る。前記フーチング２２には、鋼管２６の上部突出端外
周に第二の鋼管２８が固定配置され、鋼管２６と第二の
鋼管２８との間には所定の間隙が形成されて両者は縁切
りされているとともに、第二の鋼管２８を配置するため
にフーチング２２の下部に形成される凹部２８Ａの天井
部と鋼管２６の上部との間には所定の間隙が形成されて
いて鋼管２６の上部とフーチング２２との間には所定量
の遊びが設けられている。The steel pipe 26 constitutes the steel pipe damper of the present invention, and as shown in the enlarged view of FIG.
It is fixedly arranged in a substantially buried state inside the upper part of the. In the footing 22, a second steel pipe 28 is fixedly arranged on the outer periphery of the upper protruding end of the steel pipe 26, a predetermined gap is formed between the steel pipe 26 and the second steel pipe 28, and both are cut off. At the same time, a predetermined gap is formed between the ceiling of the recess 28A formed in the lower portion of the footing 22 for disposing the second steel pipe 28 and the upper portion of the steel pipe 26, and the upper portion of the steel pipe 26 and the footing 22 are formed. There is a certain amount of play between and.
【００１４】そして、鋼管２６の上半部内側にコンクリ
ート３０が充填されるとともに、コンクリート３０の中
心部にシース管３２が配置され、このシース管３２を通
じてＰＣ鋼棒３４が鋼管２６の上下を貫通して挿通され
て、その下端を鋼管２６の底部に定着材３６を介して定
着するとともに、上端がフーチング２２内に定着材３８
を介して定着されている。そして、地震時には図１
（ｂ）に示すように、フーチング２２をロッキング部と
し、各鋼管２６をロングストロークシェアキーとダンパ
ーの二つの機能をもたらすことができるようにしたもの
であり、この機能をもたらすための素材構成およびその
構造ともにきわめて簡素となっている。The concrete 30 is filled inside the upper half of the steel pipe 26, and a sheath pipe 32 is arranged at the center of the concrete 30. A PC steel rod 34 penetrates the steel pipe 26 up and down through the sheath pipe 32. And the lower end is fixed to the bottom of the steel pipe 26 via the fixing material 36, and the upper end is fixed in the footing 22.
Has been established through. And at the time of the earthquake,
As shown in (b), the footing 22 is used as a locking portion, and each steel pipe 26 can be provided with two functions of a long stroke shear key and a damper. Its structure is extremely simple.
【００１５】図３は、以上の鋼管２６のシェアキーとし
ての設計思想を示すもので、地震時において、フーチン
グ２２が浮上がるときにＰＣ鋼棒３４を介して鋼管２６
を引上げようとする力が作用すると仮定し、地震時の左
右の水平変位モーメントをＭとし、その時のフーチング
２２の浮上がり量をＤとすると、その垂直分力であるせ
ん断力Ｓは、Ｓ＝２Ｍ／Ｄとなり、それ故Ｍ＝０．５Ｓ
Ｄとなる。したがって、鋼管２６の弾性設計としては、
ＭＵ＞Ｍ（ｕ：ultimate）となる鋼管を使用すればよい
ものとなる。FIG. 3 shows the design concept as the shear key of the steel pipe 26 described above. When the footing 22 rises during an earthquake, the steel pipe 26 is inserted through the PC steel rod 34.
Assuming that a force for pulling up is applied, the horizontal displacement moments at the time of the earthquake are M, and the floating amount of the footing 22 at that time is D, the vertical component shearing force S is S = 2M / D, therefore M = 0.5S
It becomes D. Therefore, as the elastic design of the steel pipe 26,
A steel pipe satisfying M U > M (u: ultimate) may be used.
【００１６】また、図４は、前記鋼管２６を杭頭ピンと
して半剛結とする場合の設計思想を示すもので、杭頭モ
ーメント≦Ｍｕであり、杭頭が半剛結となる。なおＭｕ
→０の場合は完全ピンである。FIG. 4 shows a design concept in the case where the steel pipe 26 is a semi-rigid connection as a pile head pin. Pile head moment ≤ Mu, and the pile head is semi-rigid. Note that Mu
→ When 0, it is a perfect pin.
【００１７】そして、個々の鋼管の浮上がり量をＤとす
ると、最も浮上がった側から負担せん断力が低下するた
め、個々の鋼管２６にはＳ≦２Ｍｕ／Ｄ，Ｄ≦Ｄmaxと
なる。If the floating amount of each steel pipe is D, the burden shearing force decreases from the most floated side, so that S ≦ 2M u / D, D ≦ Dmax for each steel pipe 26.
【００１８】また、Ｓｉ＝全せん断力／杭本数とする
と、個々の鋼管を弾性設計とした場合には、
Ｓｉ≦Ｓ（＝２Ｍｕ／Ｄｍａｘ）
また、弾塑性設計とした場合には、
Ｓｉ≧Ｓ（＝２Ｍｕ／Ｄｍａｘ）
が成立する。If Si = total shearing force / number of piles, Si ≦ S (= 2M u / Dmax) when each steel pipe is designed elastically, and Si when elastoplastic design is used. ≧ S (= 2M u / Dmax) holds.
【００１９】次に、以上の鋼管２６の摩擦ダンパーとし
ての機能を、図５を用いて説明する。浮上がり時（抜出
し時）には、（ａ）に示すように、まずフーチング２２
が弾性体２３の圧縮量分ｄだけ上昇し、次いで（ｂ）に
示すように、ＰＣ鋼棒３４の引張り力により、鋼管２６
が抜出す。さらに鋼管２６が抜け出すと、（ｃ）に示す
ように、鋼管２６はコンクリート無充填の下半部が圧縮
応力状態となり、ポアソン比により径方向に膨出し、鋼
管２６と杭２４を構成するコンクリート間の摩擦力が大
となる。なお、鋼管２６とＰＣ鋼棒３４との軸圧縮・引
張り剛性に応じた必要性の有無に応じて凹部２８Ａの遊
びの量が決まる。このように遊びを付けた方が効果的に
圧縮力を導入可能である。Next, the function of the steel pipe 26 as a friction damper will be described with reference to FIG. When lifted (when pulled out), first, as shown in (a), the footing 22
Is increased by the compression amount d of the elastic body 23, and then, as shown in FIG.
Pull out. When the steel pipe 26 further comes out, as shown in (c), the lower half part of the steel pipe 26 not filled with concrete is in a compressive stress state and bulges in the radial direction due to the Poisson's ratio, and the steel pipe 26 and the concrete constituting the pile 24 are The frictional force of becomes large. The amount of play of the recess 28A is determined depending on whether or not there is a necessity depending on the axial compression / tensile rigidity between the steel pipe 26 and the PC steel rod 34. The compression force can be effectively introduced by providing the play in this way.
【００２０】逆に、押込み時（下降時）には（ｄ）に示
すように、まず、鋼管２６の膨出分までフーチング２２
が沈む。この時、ＰＣ鋼棒３４は、圧縮ストラットとし
て作用し、鋼管２６の下端を下方に向けて押圧する。こ
れによって、鋼管２６は径方向に収縮して応力が解放さ
れ、無応力に近くなり摩擦が減少する結果、（ｅ）に示
すように、スムーズにフーチング２２を沈降させること
ができる。On the contrary, at the time of pushing (down), as shown in FIG.
Will sink. At this time, the PC steel rod 34 acts as a compression strut and presses the lower end of the steel pipe 26 downward. As a result, the steel pipe 26 contracts in the radial direction and the stress is released, and the stress becomes close to no stress and the friction is reduced. As a result, as shown in (e), the footing 22 can be smoothly settled.
【００２１】以上のごとく、引き抜かれる時のみ鋼管２
６の膨張に応じたダンパーを利かせてエネルギーロスさ
せることで、浮上がり量を押え、押込み時には、杭２４
とフーチング２２との衝突を阻害させない構造となって
いる。そして、杭２４とフーチング２２との衝突によ
り、地震力は各杭２４を伝って地盤側に効果的に散逸さ
れる。As described above, the steel pipe 2 is used only when it is pulled out.
By using the damper according to the expansion of 6 to cause energy loss, the lifting amount is suppressed, and at the time of pushing in, the pile 24
It has a structure that does not prevent the collision between the footing 22 and the footing 22. Then, due to the collision between the pile 24 and the footing 22, the seismic force is effectively dissipated to the ground side along each pile 24.
【００２２】図６は、他の実施の形態を示し、この実施
の形態では、鋼管２６のフーチング（第２の構造体）２
２に対する突出端外周には上下複数段（本実施の形態で
は２段）のジベル２８が水平方向に突出され、それぞれ
のジベル２８がフーチング２２に形成された穴２２Ｂ内
を上下方向に若干の遊びをもって配置されている。この
実施形態においても、フーチング２２が浮上がり始めた
直後にＰＣ鋼棒２８が緊張され、これによって鋼管２６
がフーチング２２とともに上昇する。FIG. 6 shows another embodiment. In this embodiment, the footing (second structure) 2 of the steel pipe 26 is shown.
A plurality of upper and lower stages (two stages in the present embodiment) of the dowels 28 are horizontally projected on the outer periphery of the projecting end with respect to 2, and each of the dowels 28 has some play in the hole 22B formed in the footing 22 in the vertical direction. It is arranged with. Also in this embodiment, the PC steel rod 28 is tensioned immediately after the footing 22 starts to float, which causes the steel pipe 26.
Rises with footing 22.
【００２３】図７は、図６の実施の形態の作用を示して
いる。浮上がり時（抜出し時）には、（ａ）に示すよう
に、まずフーチング２２がジベル２８と穴２２Ｂとの遊
び分だけ上昇し、次いで（ｂ）に示すように、ＰＣ鋼棒
３４の引張り力により、鋼管２６が抜出す。さらに鋼管
２６が抜け出すと、鋼管２６はコンクリート無充填の下
半部が圧縮応力状態となり、ポアソン比により径方向に
膨出し、鋼管２６と杭２４を構成するコンクリート間の
摩擦力が大となる。なお、鋼管２６とＰＣ鋼棒３４との
軸圧縮・引張り剛性に応じた必要性の有無に応じてジベ
ル２８と穴２２Ｂとの遊びの量が決まる。このように遊
びを付けた方が効果的に圧縮力を導入可能である。FIG. 7 shows the operation of the embodiment shown in FIG. At the time of lifting (at the time of pulling out), as shown in (a), the footing 22 first rises by the amount of play between the dowel 28 and the hole 22B, and then, as shown in (b), pulling of the PC steel rod 34. The steel pipe 26 is pulled out by the force. When the steel pipe 26 is further pulled out, the lower half part of the steel pipe 26 not filled with concrete is in a compressive stress state and bulges in the radial direction due to the Poisson's ratio, and the frictional force between the steel pipe 26 and the concrete forming the pile 24 becomes large. It should be noted that the amount of play between the dowel 28 and the hole 22B is determined depending on the necessity of the axial compression / tensile rigidity between the steel pipe 26 and the PC steel rod 34. The compression force can be effectively introduced by providing the play in this way.
【００２４】図８は、さらに他の実施の形態を示してい
る。この実施の形態では、鋼管２６のフーチング２２に
対する突出単願集に第二の鋼管４０が配置され、第二の
鋼管４０の外周はジベル４２を介してフーチング２２に
結合され、鋼管２６の頭部をフーチング２２に対して縁
切りしている。実施の形態においても、フーチング２２
が浮き上がり始めた直後にＰＣ鋼棒２８が緊張され、こ
れによって鋼管２６がフーチング２２とともに上昇す
る。FIG. 8 shows still another embodiment. In this embodiment, the second steel pipe 40 is arranged in a projecting single application of the steel pipe 26 with respect to the footing 22, and the outer circumference of the second steel pipe 40 is connected to the footing 22 via a dowel 42, and the head of the steel pipe 26 is connected. The footing 22 is trimmed. In the embodiment as well, the footing 22
Immediately after the start of lifting, the PC steel rod 28 is tensioned, which causes the steel pipe 26 to rise together with the footing 22.
【００２５】なお、以上の構造の他に、フーチング２２
の浮上がり始め直後にＰＣ鋼棒２８が緊張し始める構造
であって、鋼管２６の頭部がフーチング２２側に結合し
ていること並びにシェアキーとしての機能を発現するた
めに、鋼管頭部が回転しない構造を満足するならば、各
種構造を採用することが可能である。In addition to the above structure, footing 22
In the structure in which the PC steel bar 28 starts to be tensioned immediately after the rising of the steel pipe, the steel pipe head is connected to the footing 22 side, and the steel pipe head has a function as a shear key. Various structures can be adopted as long as the structure does not rotate.
【００２６】また、本発明に係る鋼管ダンパーは、本実
施の形態に示した橋脚基礎以外の構造においてロッキン
グ振動による免震効果を期待できる構造、例えば、塔状
構造物、ケーソン、鉄道等の高架橋の基礎に適用するこ
とができる。さらに、本発明の鋼管ダンパーは、ロッキ
ング振動により免震効果を期待する構造以外にも、例え
ば、鉄道等の高架橋の制振、橋梁の橋軸方向制振、斜張
橋の桁に作用する横揺れ、ねじれの制振、免震橋の地震
変位制御、アスペクト比が小さい扁平な建物の制振、カ
ルバートの引張力低減等の、振動制御、変位制御手段と
して用いることもできる。Further, the steel pipe damper according to the present invention is a structure other than the pier foundation shown in the present embodiment, in which a seismic isolation effect due to rocking vibration can be expected, for example, a viaduct for tower-like structures, caisson, railway, etc. Can be applied to the basis of. Further, the steel pipe damper of the present invention is not limited to a structure that expects a seismic isolation effect due to rocking vibration. It can also be used as vibration control and displacement control means such as vibration control of sway and twist, seismic displacement control of seismic isolation bridge, vibration control of flat buildings with small aspect ratio, and reduction of tensile force of culvert.
【００２７】[0027]
【発明の効果】以上の説明により明らかなように、本発
明による鋼管ダンパー及びロッキング基礎構造によれ
ば、高耐震性をもたらすための構造を簡単で安価に構成
できる。As is apparent from the above description, according to the steel pipe damper and the rocking foundation structure of the present invention, the structure for providing high earthquake resistance can be constructed simply and at low cost.
【図１】（ａ），（ｂ）は本発明にかかるロッキング基
礎の全体構成および地震作用時における挙動を示す説明
図である。1 (a) and 1 (b) are explanatory views showing the overall structure of a rocking foundation according to the present invention and the behavior during an earthquake action.
【図２】同ロッキング基礎に採用された鋼管ダンパーの
断面図である。FIG. 2 is a cross-sectional view of a steel pipe damper used for the locking foundation.
【図３】同鋼管ダンパーのシェアキーとしての設計思想
を示す説明図である。FIG. 3 is an explanatory view showing a design concept as a shear key of the steel pipe damper.
【図４】同鋼管ダンパーを杭頭ピンとする場合の設計思
想を示す説明図である。FIG. 4 is an explanatory view showing a design concept when the steel pipe damper is used as a pile head pin.
【図５】（ａ）〜（ｅ）は同鋼管ダンパーの挙動を示す
説明図である。5 (a) to 5 (e) are explanatory views showing the behavior of the steel pipe damper.
【図６】鋼管ダンパーの他の実施の形態を示す断面図で
ある。FIG. 6 is a cross-sectional view showing another embodiment of the steel pipe damper.
【図７】（ａ）〜（ｄ）は同鋼管ダンパーの挙動を示す
説明図である。7A to 7D are explanatory views showing the behavior of the steel pipe damper.
【図８】鋼管ダンパーのさらに他の実施の形態を示す断
面図である。FIG. 8 is a sectional view showing still another embodiment of the steel pipe damper.
【図９】（ａ），（ｂ）は従来のロッキング基礎の一例
および地震作用時の挙動を示す全体説明図である。9 (a) and 9 (b) are overall explanatory views showing an example of a conventional rocking foundation and behavior during an earthquake action.
【図１０】従来のロッキング基礎の他の例を示す部分拡
大図を含む全体説明図である。FIG. 10 is an overall explanatory view including a partially enlarged view showing another example of the conventional locking foundation.
２０ ロッキング基礎 ２１ 橋脚柱 ２２ フーチング ２４ 杭 ２６ 鋼管 ２８ 遊び付ジベル（定着手段） ３０ コンクリート ３２ シース管 ３４ ＰＣ鋼棒 ３６，３８ 定着部 ４０ 第二の鋼管（定着手段） 20 rocking basics 21 Pier 22 footing 24 piles 26 steel pipe 28 Gibel with play (fixing means) 30 concrete 32 sheath tube 34 PC steel rod 36, 38 Fixing unit 40 Second steel pipe (fixing means)
Claims (4)
られる第１及び第２の構造体間に配設される鋼管ダンパ
ーであって、 前記第１の構造体内に埋設される有底の鋼管と、 該鋼管を挿通して、その下端を前記鋼管の底部に定着す
るとともに、前記第２の構造体内に定着した鋼材とを備
えたことを特徴とする鋼管ダンパー。1. A steel pipe damper disposed between first and second structures to which a drawing force in a direction away from each other is applied, the bottomed pipe being embedded in the first structure. A steel pipe damper, comprising: a steel pipe; and a steel material which is inserted through the steel pipe and whose lower end is fixed to the bottom portion of the steel pipe and which is fixed in the second structure.
フーチングの下部に設置した複数の杭と、該各杭の杭頭
部と前記フーチングとの間に介在される鋼管とからな
り、 前記鋼管は、前記杭の上部内側にほぼ埋設状態に固定配
置され、かつ前記フーチング内への上部突出端子外周に
これを定着させる手段を設けるとともに、前記鋼管の上
下を貫通して鋼材を挿通し、該鋼材の下端を前記鋼管の
底部に定着するとともに、上端を前記フーチング内に定
着したものであることを特徴とするロッキング基礎構
造。2. A footing for supporting a lower portion of a pedestal, a plurality of piles installed at a lower portion of the footing, and a steel pipe interposed between a pile head of each pile and the footing, The steel pipe is fixedly arranged in a substantially buried state inside the upper part of the pile, and with means for fixing it to the outer periphery of the upper protruding terminal into the footing, the steel material is inserted through the upper and lower parts of the steel pipe, A locking basic structure, wherein the lower end of the steel material is fixed to the bottom of the steel pipe and the upper end is fixed to the footing.
手段が該フーチングの浮上がり方向に対して所定の遊び
を設けて該フーチングに連結されるものであることを特
徴とする請求項２に記載のロッキング基礎構造。3. The fixing means for the footing of the steel pipe head is connected to the footing by providing a predetermined play in the rising direction of the footing. Rocking foundation structure.
充填し、かつ該コンクリートの中心に配置されたシース
管を通じて前記鋼材が前記鋼管の上下を貫通しているこ
とを特徴とする請求項２または３に記載のロッキング基
礎構造。4. The steel pipe is filled with concrete inside the upper half of the steel pipe, and the steel material penetrates the steel pipe through the sheath pipe arranged at the center of the concrete. Alternatively, the locking basic structure according to the item 3.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002031358A JP3882633B2 (en) | 2002-02-07 | 2002-02-07 | Steel pipe damper and rocking foundation structure using the same |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002031358A JP3882633B2 (en) | 2002-02-07 | 2002-02-07 | Steel pipe damper and rocking foundation structure using the same |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2003232046A true JP2003232046A (en) | 2003-08-19 |
| JP3882633B2 JP3882633B2 (en) | 2007-02-21 |
Family
ID=27774789
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2002031358A Expired - Fee Related JP3882633B2 (en) | 2002-02-07 | 2002-02-07 | Steel pipe damper and rocking foundation structure using the same |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3882633B2 (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005336743A (en) * | 2004-05-24 | 2005-12-08 | Ohbayashi Corp | Steel pipe damper and locking foundation |
| JP2006002354A (en) * | 2004-06-15 | 2006-01-05 | Ohbayashi Corp | Base isolation reinforcing method adding rocking function to existing foundation |
| JP2006002355A (en) * | 2004-06-15 | 2006-01-05 | Ohbayashi Corp | Direct foundation structure having rocking function |
| JP2008133597A (en) * | 2006-11-27 | 2008-06-12 | Okumura Corp | Antishock mechanism of building |
| JP2021025309A (en) * | 2019-08-05 | 2021-02-22 | 株式会社フジタ | Structure and construction method thereof |
| US11274412B2 (en) | 2019-01-31 | 2022-03-15 | Terracon Consultants, Inc. | Reinforcement structures for tensionless concrete pier foundations and methods of constructing the same |
| US11365523B2 (en) | 2018-11-13 | 2022-06-21 | Terracon Consultants, Inc. | Methods for constructing tensionless concrete pier foundations and foundations constructed thereby |
| US11434617B2 (en) | 2014-10-07 | 2022-09-06 | Terraconn Consultants, Inc. | Retrofit reinforcing structure addition and method for wind turbine concrete gravity spread foundations and the like |
| US11661718B2 (en) | 2018-07-25 | 2023-05-30 | Terracon Consultants, Inc. | Concrete pier foundation with lateral shear reinforcing loops and methods of constructing the same |
| US11885092B2 (en) | 2019-01-31 | 2024-01-30 | Terracon Consultants, Inc. | Reinforcement structures for tensionless concrete pier foundations and methods of constructing the same |
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2002
- 2002-02-07 JP JP2002031358A patent/JP3882633B2/en not_active Expired - Fee Related
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005336743A (en) * | 2004-05-24 | 2005-12-08 | Ohbayashi Corp | Steel pipe damper and locking foundation |
| JP4586418B2 (en) * | 2004-05-24 | 2010-11-24 | 株式会社大林組 | Steel pipe damper and rocking foundation |
| JP2006002354A (en) * | 2004-06-15 | 2006-01-05 | Ohbayashi Corp | Base isolation reinforcing method adding rocking function to existing foundation |
| JP2006002355A (en) * | 2004-06-15 | 2006-01-05 | Ohbayashi Corp | Direct foundation structure having rocking function |
| JP4586430B2 (en) * | 2004-06-15 | 2010-11-24 | 株式会社大林組 | Seismic isolation method to add rocking function to existing foundation |
| JP2008133597A (en) * | 2006-11-27 | 2008-06-12 | Okumura Corp | Antishock mechanism of building |
| US11434617B2 (en) | 2014-10-07 | 2022-09-06 | Terraconn Consultants, Inc. | Retrofit reinforcing structure addition and method for wind turbine concrete gravity spread foundations and the like |
| US11814808B2 (en) | 2014-10-07 | 2023-11-14 | Terracon Consultants, Inc. | Retrofit reinforcing structure addition and method for wind turbine concrete gravity spread foundations and the like |
| US11661718B2 (en) | 2018-07-25 | 2023-05-30 | Terracon Consultants, Inc. | Concrete pier foundation with lateral shear reinforcing loops and methods of constructing the same |
| US11365523B2 (en) | 2018-11-13 | 2022-06-21 | Terracon Consultants, Inc. | Methods for constructing tensionless concrete pier foundations and foundations constructed thereby |
| US11274412B2 (en) | 2019-01-31 | 2022-03-15 | Terracon Consultants, Inc. | Reinforcement structures for tensionless concrete pier foundations and methods of constructing the same |
| US11885092B2 (en) | 2019-01-31 | 2024-01-30 | Terracon Consultants, Inc. | Reinforcement structures for tensionless concrete pier foundations and methods of constructing the same |
| JP2021025309A (en) * | 2019-08-05 | 2021-02-22 | 株式会社フジタ | Structure and construction method thereof |
| JP7290505B2 (en) | 2019-08-05 | 2023-06-13 | 株式会社フジタ | Structure and construction method |
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| JP3882633B2 (en) | 2007-02-21 |
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