JP2694881B2 - Seismic retrofitting method for existing structures - Google Patents
Seismic retrofitting method for existing structuresInfo
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- JP2694881B2 JP2694881B2 JP3176872A JP17687291A JP2694881B2 JP 2694881 B2 JP2694881 B2 JP 2694881B2 JP 3176872 A JP3176872 A JP 3176872A JP 17687291 A JP17687291 A JP 17687291A JP 2694881 B2 JP2694881 B2 JP 2694881B2
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- additional
- footing
- existing structure
- pile
- existing
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Description
【0001】[0001]
【産業上の利用分野】この発明は、特に、地震時の地盤
の液状化による既存構造物の被害を防止することを可能
にした既存構造物の耐震補強方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for seismic retrofitting an existing structure which is capable of preventing damage to the existing structure due to liquefaction of the ground during an earthquake.
【0002】[0002]
【従来の技術】一般に、過去の地震時における構造物の
崩壊的な被害を見ると、その原因が地盤の液状化現象に
起因したものであることが少なくない。地盤の液状化現
象は、地震時の構造物の動的応答を時として激増させる
ため、壊滅的な被害を与えることがある。したがって、
都市機能や社会生活にとって重要な構造物、安全性の確
保が不可欠な石油タンクなどの特殊構造物あるいは商業
用、住居用のビルディングなどに対しては、液状化対策
を必ず行う必要がある。2. Description of the Related Art In general, looking at the collapsing damage of structures during past earthquakes, the cause is often due to the liquefaction phenomenon of the ground. The liquefaction phenomenon of the ground sometimes causes a catastrophic damage because it dynamically increases the dynamic response of the structure during an earthquake. Therefore,
Liquefaction measures must be taken for structures that are important for urban functions and social life, special structures such as oil tanks where safety is essential, or commercial and residential buildings.
【0003】従来、この種の構造物に対する液状化対策
工法として、様々な方法が実施され、特に、新規の構造
物に対しては、設計的な配慮や基礎工事の段階で地盤改
良を施すなどして計画的に行われている。Conventionally, various methods have been carried out as a liquefaction countermeasure method for this type of structure, and especially for a new structure, design consideration and ground improvement at the stage of foundation construction are performed. And it is done systematically.
【0004】しかし、既存構造物に対してこの様な地盤
改良による対策工法を実施する場合には、様々な制約が
あり容易でない。しかしながら、現在では、他に有効な
工法がないため、新規の構造物に対する液状化対策工法
と同様の工法がとられているにすぎない。However, there are various restrictions and it is not easy to carry out such a countermeasure method by ground improvement for existing structures. However, at present, since there is no other effective construction method, the construction method similar to the liquefaction countermeasure construction method for a new structure is only taken.
【0005】その代表的な液状化対策工法を、2,3上
げると、第1に振動などの締め固めにより地盤密度の増
大をはかる工法(たとえば、サンドコンパクションパイ
ル工法,バイブロフローテーション工法等)が挙げら
れ、第2に地震時の地盤間隙水圧の抑制を目的とした工
法(たとえば、グラベルドレーン工法、人工ドレーン材
を用いた排水工法)などが挙げられる。When the typical liquefaction countermeasure method is increased by a few times, firstly, the method for increasing the ground density by compaction such as vibration (for example, sand compaction pile method, vibro flotation method, etc.) The second method is a construction method (for example, a gravel drain construction method or a drainage construction method using an artificial drain material) for the purpose of suppressing the soil pore water pressure during an earthquake.
【0006】[0006]
【発明が解決しようとする課題】しかし、これらの工法
は、いずれも、既存構造物の周辺地盤の液状化を防止す
るのが限度で、構造物直下の地盤全域に対する改良は略
不可能なため、平面的に大きな構造物に対しては殆ど適
用できない。また鉄道、道路の高架橋のような延長の長
い構造物に対しては、多大な費用を要し、現実的には不
可能に近い。However, all of these construction methods are limited to prevent the liquefaction of the ground around the existing structure, and it is almost impossible to improve the entire ground immediately below the structure. However, it is hardly applicable to a structure that is large in plan. In addition, it takes a great deal of money for a structure with a long extension such as a viaduct of a railway or a road, which is practically impossible.
【0007】また、一般に、振動などを与えて基礎周辺
の地盤を改良するものであるため、既存構造物に対して
変状を与えるおそれがあり、したがって、杭、フーチン
グ等の直近に対する改良ができない。さらに、構造物、
あるいは周囲の環境によって実施できないものもある。[0007] In general, since the ground around the foundation is improved by applying vibration or the like, there is a risk that the existing structure may be deformed. Therefore, it is not possible to improve the piles, footings, etc. in the immediate vicinity. . In addition, the structure,
Alternatively, there are things that cannot be implemented depending on the surrounding environment.
【0008】この発明は、このような前記従来の課題を
解決するために提案されたもので、既存構造物に対する
液状化対策を有効かつ合理的に行えることを可能にした
既存構造物の耐震補強方法を提供することを目的とす
る。The present invention has been proposed in order to solve the above-mentioned conventional problems, and it is possible to effectively and rationally take measures against liquefaction of an existing structure so that seismic reinforcement of the existing structure can be achieved. The purpose is to provide a method.
【0009】[0009]
【課題を解決するための手段】この発明にかかる請求項
第1項記載の既存構造物の耐震補強方法は、既存構造物
の周囲に複数本の増設杭を打設し、この増設杭の頭部に
増設フーチングを前記既存構造物の既存フーチングと一
体的に設け、前記増設フーチングに前記既存構造物の水
平方向の揺れを止める減衰装置を設け、この減衰装置と
前記増設杭とを複数本の斜材によって立体トラスを構成
するように連結することにより構成されている。According to a first aspect of the present invention, there is provided a seismic strengthening method for an existing structure, wherein a plurality of additional piles are driven around the existing structure and the heads of the additional piles are mounted. An additional footing is provided integrally with the existing footing of the existing structure, a damping device for stopping horizontal shaking of the existing structure is provided in the additional footing, and the damping device and the additional pile are provided in plural units. It is configured by connecting the three-dimensional truss with diagonal members to form a three-dimensional truss.
【0010】この発明に係る請求項第2項記載の既存構
造物の耐震補強方法は、既存構造物の周囲に複数本の増
設杭を打設し、この増設杭の頭部に増設フーチングを設
け、この増設フーチングと前記既存構造物の既存フーチ
ングとを一体的に繋ぎ、かつ前記増設杭と前記増設フー
チングとの間に前記既存構造物の水平方向の揺れを止め
る減衰装置を設けることにより構成されている。According to a second aspect of the present invention, the method of seismic retrofitting an existing structure comprises placing a plurality of additional piles around the existing structure and providing an additional footing on the head of the additional pile. A damping device that integrally connects the additional footing and the existing footing of the existing structure and that stops the horizontal swing of the existing structure between the additional pile and the additional footing. ing.
【0011】この発明にかかる請求項第3項記載の既存
構造物の耐震補強方法は、前2項の既存構造物の耐震補
強装置において、減衰装置として高粘性減衰装置を設置
することにより構成されている。According to a third aspect of the present invention, there is provided an earthquake-proof reinforcing method for an existing structure, which is constructed by installing a high-viscosity damping device as a damping device in the earthquake-proof reinforcing device for an existing structure according to the preceding two aspects. ing.
【0012】[0012]
【実施例】以下、この発明を図示する一実施例に基づい
て説明すると(図1,2,3参照)、貯蔵タンクなどの
既存構造物1の周囲数個所に、複数本の増設杭2,2が
打設されている。増設杭2,2には、おもに鋼管杭が使
用され、一個所につき、3〜4本づつ、平面的に見て三
角形乃至四角形状配置に打設され、その頭部に増設フー
チング3が既存フーチング4と一体的に造成されてい
る。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will now be described based on an illustrated embodiment (see FIGS. 1, 2 and 3), and a plurality of additional piles 2 are provided at several places around an existing structure 1 such as a storage tank. 2 are cast. Steel pipe piles are mainly used for the extension piles 2 and 2, and 3 to 4 piles are placed in one place in a triangular or quadrangular arrangement in plan view, and the extension footing 3 is installed on the head of the existing footing 3. It is formed as one with 4.
【0013】増設フーチング3は増設杭2の配置・形状
などに応じて、平面的に見て三角形または四角形状に造
成されている。また、増設フーチング3は既存フーチン
グ4との一体化施工が困難な場合には、既存フーチング
4と別体に造成した後に、RC梁またはPC梁などで既
存フーチング4と一体的に繋いで増設フーチング3と既
存フーチング4との一体化を図るものとする(図省
略)。The additional footing 3 is formed in a triangular or quadrangular shape in plan view according to the arrangement and shape of the additional pile 2. In addition, if it is difficult to integrate the additional footing 3 with the existing footing 4, the additional footing 3 is formed separately from the existing footing 4 and then connected integrally with the existing footing 4 by RC beams or PC beams, etc. 3 and the existing footing 4 should be integrated (not shown).
【0014】増設フーチング3の略中央部のコンクリー
ト中には、外殻鋼板5からなる空間部6が設けられてい
る。空間部6は偏平に形成され、この空間部6内に抵抗
板7が外殻鋼板5と微小な間隔を保つように設置され、
かつ、外殻鋼板5と抵抗板7との間にシリコンやイソブ
チレインなどのような高粘性物質8が充填されている。
すなわち、増設フーチング3の略中央部のコンクリート
中には、高粘性減衰装置が構成されている。A space 6 made of an outer shell steel plate 5 is provided in the concrete in the approximate center of the additional footing 3. The space portion 6 is formed in a flat shape, and the resistance plate 7 is installed in the space portion 6 so as to maintain a minute gap with the outer shell steel plate 5,
Moreover, a highly viscous substance 8 such as silicon or isobutylene is filled between the outer shell steel plate 5 and the resistance plate 7.
That is, a highly viscous damping device is formed in the concrete in the approximate center of the additional footing 3.
【0015】このように構成された高粘性減衰装置の抵
抗板7と杭2とは、斜材9によってそれぞれ連結されて
いる。各斜材9の下端部は各増設杭2の側部に連結さ
れ、上端部は中央部に引き寄せられ、抵抗板7の略中央
部に一つに連結され、したがって、斜材9,9は地盤中
において立体トラスを構成している。なお、斜材9と増
設杭2および抵抗板7との連結部は、自由に動けるよう
にピンジョイントになっている。The resistance plate 7 and the pile 2 of the high-viscosity damping device configured as described above are connected to each other by a diagonal member 9. The lower end portion of each diagonal member 9 is connected to the side portion of each additional pile 2, the upper end portion is pulled to the central portion, and is connected to one substantially in the central portion of the resistance plate 7. Therefore, the diagonal members 9 and 9 are A three-dimensional truss is constructed in the ground. The connecting portion of the diagonal member 9, the additional pile 2 and the resistance plate 7 is a pin joint so that it can move freely.
【0016】なお、増設杭2は鉛直荷重を支持する必要
がないので、場合によっては、既存杭よりも短尺なもの
を使用してもよい。このことにより、増設杭の施工時の
振動をより低くすることが可能である。Since the additional pile 2 does not need to support the vertical load, it may be shorter than the existing pile depending on the case. As a result, it is possible to further reduce vibration during the construction of the additional pile.
【0017】このような構成において、地震時における
作用について説明する。地震力を受けて外殻鋼板5と抵
抗板7との間に相対変位が生ずると、高粘性物質8の粘
性および外殻鋼板5と抵抗板7間の速度勾配にほぼ比例
した粘性抵抗力が発揮される。In such a structure, the operation at the time of an earthquake will be described. When a relative displacement occurs between the outer shell steel plate 5 and the resistance plate 7 due to an earthquake force, a viscous resistance force substantially proportional to the viscosity of the highly viscous substance 8 and the velocity gradient between the outer shell steel plate 5 and the resistance plate 7 is generated. To be demonstrated.
【0018】ここで、地震時の杭の振動を考えると、一
般に地中部に比べて頭部の変位が大きい変位分布を示す
(図9参照)。また、地中部のある深さにおいては、振
動の節に相当する不動点も存在する。したがって、地中
部のある深さにおける杭体2と粘性減衰装置の抵抗板7
とを複数本の斜材9によって立体トラスを構成するよう
に連結すると、抵抗板7は地中部の杭と略同一の水平変
位を生ずる。その結果、外殻鋼板5との間に相対変位
(速度)が生じ、速度勾配に応じた粘性抵抗力が発揮さ
れる。したがって、杭基礎の振動に対して大きな減衰力
が付加される。Considering the vibration of the pile at the time of an earthquake, generally, a displacement distribution in which the displacement of the head is larger than that in the underground part is shown (see FIG. 9). In addition, at a certain depth in the ground, there is a fixed point corresponding to a node of vibration. Therefore, the pile body 2 and the resistance plate 7 of the viscous damping device at a certain depth in the underground portion.
When the and are connected by a plurality of diagonal members 9 so as to form a space truss, the resistance plate 7 causes substantially the same horizontal displacement as the pile in the ground. As a result, a relative displacement (velocity) occurs between the outer shell steel plate 5 and a viscous resistance force corresponding to the velocity gradient is exerted. Therefore, a large damping force is added to the vibration of the pile foundation.
【0019】ところで、地盤の液状化時には、杭と地盤
間のばね作用が極度に低下するために杭頭変位は非常に
大きくなる傾向にあり、本願のような粘性減衰装置が設
置されていない通常の杭基礎においては、杭頭が一時的
に突出に近い状態になるため、杭基礎に支持された上部
構造物の振動は非常に大きくなり、地震が発生する恐れ
があり、さらに、杭基礎自体においても、杭体に過大な
応力が発生し、損傷を受ける可能性がある。By the way, when the ground is liquefied, the spring action between the pile and the ground is extremely reduced, so that the pile head displacement tends to be very large, and the viscous damping device as in the present application is not usually installed. In the pile foundation, the head of the pile is temporarily close to the protrusion, so the vibration of the superstructure supported by the pile foundation becomes very large, which may cause an earthquake, and the pile foundation itself. Even in the case, excessive stress is generated in the pile body, which may cause damage.
【0020】しかし、粘性減衰装置を設けた本願の杭基
礎においては、かかる事態を回避することができる。す
なわち、杭と地盤間のばね作用の低下とともに基礎全体
の振動系の水平剛性は急激に低下していくが、これに応
じて粘性減衰装置における見かけ上の減衰定数は非常に
増加して行き、基礎全体の振動を抑制することが可能と
なる。However, in the pile foundation of the present invention provided with the viscous damping device, such a situation can be avoided. In other words, the horizontal stiffness of the vibration system of the entire foundation sharply decreases with a decrease in the spring action between the pile and the ground, but the apparent damping constant of the viscous damping device greatly increases accordingly. It is possible to suppress the vibration of the entire foundation.
【0021】なお、実施例では、液状化の場合について
説明したが、地震時に地盤の液状化には至らないが、間
隙水圧の増加による地盤軟化の状態においても、また、
地表部が軟弱な土層より構成される地盤においても有効
である。In the examples, the case of liquefaction has been described, but even if the ground is not liquefied at the time of an earthquake, even in the state of ground softening due to an increase in pore water pressure,
It is also effective in the ground where the ground surface is composed of soft soil layers.
【0022】つづいて、施工方法を順をおって説明する
(図4,5,6参照)。既存の杭基礎に隣接して3〜4
本の増設杭2を打設する。つづいて、あらかじめ杭2に
取りつけておいた斜材9の上端部を杭2,2間の中心に
引き寄せる。この際、斜材に設けたウォータージェット
パイプの多数の射出口、或いは傾動時にのみ装着可能な
ウォータージェットパイプの多数の射出口からジェット
水を噴射させてこの作業を補助する。引き続き、各杭
2,2より引き出した斜材9,9の先端を連結し、地中
部に立体トラス構造を形成する。Next, the construction method will be explained step by step (see FIGS. 4, 5 and 6). 3-4 adjacent to existing pile foundation
Place additional pile 2 of books. Subsequently, the upper end of the diagonal member 9 previously attached to the pile 2 is pulled to the center between the piles 2 and 2. At this time, jet water is jetted from a large number of water jet pipe ejection ports provided on the diagonal member or a large number of water jet pipe ejection ports that can be mounted only when tilted to assist this work. Subsequently, the ends of the diagonal members 9, 9 drawn out from the piles 2, 2 are connected to form a three-dimensional truss structure in the underground part.
【0023】つづいて、斜材9,9からなるトラスの頂
部に外殻鋼板5と抵抗板7と高粘性物質8とからなる高
粘性減衰装置を設置する。つづいて、この減衰装置の上
にコンクリートを打設して増設フーチングを造成する。
なお、図7,8は、二重円筒形の高粘性減衰装置を使用
した場合を示したものであるが、その他に高減衰ゴムを
使用することもできる。Subsequently, a highly viscous damping device made of an outer shell steel plate 5, a resistance plate 7 and a highly viscous substance 8 is installed on the top of the truss composed of the diagonal members 9, 9. Next, concrete is placed on the damping device to create an additional footing.
7 and 8 show the case where the double-cylinder-shaped high-viscosity damping device is used, other high-damping rubber can also be used.
【0024】[0024]
【発明の効果】この発明は以上説明したように構成され
ているため、以下に記載されるような効果を有する。 この発明に係る請求項第1項記載の既存構造物の耐
震補強方法は、既存構造物の周囲に複数本の増設杭を打
設し、この増設杭の頭部に増設フーチングを前記既存構
造物の既存フーチングと一体的に設け、かつ、前記増設
フーチングに前記既存構造物の水平方向の揺れを止める
減衰装置を設け、この減衰装置と前記増設杭とを複数本
の斜材によって立体トラスを構成するように連結して構
成されているので、既存構造物の特に地震時の水平方向
の揺れを効率的に低減できる効果がある。Since the present invention is configured as described above, it has the following effects. According to the method for earthquake-proofing reinforcement of an existing structure according to claim 1 of the present invention, a plurality of additional piles are driven around the existing structure, and an additional footing is added to the head of the additional pile. Of the existing footing, and a damping device for stopping the horizontal shaking of the existing structure is provided in the additional footing, and the three-dimensional truss is composed of the damping device and the additional pile with a plurality of diagonal members. Therefore, there is an effect that it is possible to effectively reduce the horizontal sway of the existing structure, particularly during an earthquake.
【0025】 また、既存構造物の周囲に構築される
ので、平面規模の大きな構造物及び延長の長い構造物に
対しても有効に適応できる効果がある。 また、既存構造物の水平方向の揺れは、減衰装置に
よって低減されるので、地盤の液状化時においては、制
震効果が地盤条件に大きく依存しないため、地盤の不均
一性などによって設計条件が大きく左右されることはな
い。また、地盤の液状化による軟化に伴って、いっそう
効果が高められるため、いわゆる「ねばり強い」特性を
持つ工法といえる。In addition, since the structure is constructed around the existing structure, there is an effect that it can be effectively applied to a structure having a large planar scale and a structure having a long extension. In addition, since horizontal shaking of existing structures is reduced by the damping device, the seismic control effect does not greatly depend on the ground conditions when the ground is liquefied. It doesn't really matter. Further, since the effect is further enhanced with the softening of the ground due to liquefaction, it can be said that the method has a so-called "strong" property.
【0026】 既存構造物の周囲に設置される増設杭
は、鉛直荷重を受けるために設置されるのではなく、地
震力等の水平力を受けるために設置されるので、特に深
く設置する必要がなく、従って、施工も容易にできる効
果がある。The additional piles installed around the existing structure are not installed to receive a vertical load, but are installed to receive a horizontal force such as seismic force, and therefore need to be installed particularly deeply. Therefore, there is an effect that construction can be easily performed.
【0027】 この発明に係る請求項第2項記載の既
存構造物の耐震補強方法は、既存構造物の周囲に複数本
の増設杭を打設し、この増設杭の頭部に増設フーチング
を設け、この増設フーチングと前記既存構造物の既存フ
ーチングとを一体的に繋ぎ、かつ前記増設杭と前記増設
フーチングとの間に前記既存構造物の水平方向の揺れを
止める減衰装置を設けることにより構成されているの
で、請求項1の耐震補強方法と同様の効果を有する。According to a second aspect of the present invention, the method of seismic retrofitting an existing structure comprises placing a plurality of additional piles around the existing structure and providing an additional footing on the head of the additional pile. A damping device for integrally connecting the additional footing and the existing footing of the existing structure, and providing a damping device for stopping the horizontal swing of the existing structure between the additional pile and the additional footing. Therefore, it has the same effect as the seismic retrofit method of claim 1.
【図1】既存構造物の基礎部の構造を示す一部斜視図で
ある。FIG. 1 is a partial perspective view showing a structure of a base portion of an existing structure.
【図2】既存構造物の基礎部の構造を示す平面である。FIG. 2 is a plan view showing a structure of a base portion of an existing structure.
【図3】既存構造物の基礎部の構造を示す縦断面図であ
る。FIG. 3 is a vertical cross-sectional view showing a structure of a base portion of an existing structure.
【図4】既存構造物の基礎部の施工方法を示す側面図で
ある。FIG. 4 is a side view showing a method of constructing a foundation portion of an existing structure.
【図5】既存構造物の基礎部の施工方法を示す側面図で
ある。FIG. 5 is a side view showing a method of constructing a foundation portion of an existing structure.
【図6】既存構造物の基礎部の施工方法を示す側面図で
ある。FIG. 6 is a side view showing a method of constructing a foundation portion of an existing structure.
【図7】既存構造物の基礎部の構造を示す一部斜視図で
ある。FIG. 7 is a partial perspective view showing a structure of a base portion of an existing structure.
【図8】既存構造物の基礎部の構造を示す平面である。FIG. 8 is a plan view showing a structure of a base portion of an existing structure.
【図9】地震時の杭の振動モードを示す説明図である。FIG. 9 is an explanatory diagram showing a vibration mode of a pile during an earthquake.
1…既存構造物、2…増設杭、3…増設フーチング、4
…既存フーチング、5…外殻鋼板、6…空間部、7…抵
抗板、8…高粘性物質、9…斜材。1 ... Existing structure, 2 ... Additional pile, 3 ... Additional footing, 4
... Existing footing, 5 ... Outer shell steel plate, 6 ... Space part, 7 ... Resistance plate, 8 ... High viscosity material, 9 ... Slanting material.
Claims (2)
設し、この増設杭の頭部に増設フーチングを前記既存構
造物の既存フーチングと一体的に設け、かつ、前記増設
フーチングに前記既存構造物の水平方向の揺れを止める
減衰装置を設け、この減衰装置と前記増設杭とを複数本
の斜材によって立体トラスを構成するように連結したこ
とを特徴とする既存構造物の耐震補強方法。1. A plurality of additional piles are driven around an existing structure, an additional footing is integrally provided with the existing footing of the existing structure at the head of the additional pile, and the additional footing is provided. A damping device for stopping horizontal shaking of the existing structure is provided, and the damping device and the additional pile are connected by a plurality of slant members so as to form a space truss. Reinforcement method.
設し、この増設杭の頭部に増設フーチングを設け、この
増設フーチングと前記既存構造物の既存フーチングとを
一体的に繋ぎ、かつ前記増設杭と前記増設フーチングと
の間に前記既存構造物の水平方向の揺れを止める減衰装
置を設けたことを特徴とする既存構造物の耐震補強方
法。2. A plurality of additional piles are driven around the existing structure, an additional footing is provided on the head of the additional pile, and the additional footing and the existing footing of the existing structure are integrally connected. A method for earthquake-proofing an existing structure, characterized in that a damping device for stopping horizontal shaking of the existing structure is provided between the additional pile and the additional footing.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3176872A JP2694881B2 (en) | 1991-07-17 | 1991-07-17 | Seismic retrofitting method for existing structures |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3176872A JP2694881B2 (en) | 1991-07-17 | 1991-07-17 | Seismic retrofitting method for existing structures |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH0517959A JPH0517959A (en) | 1993-01-26 |
JP2694881B2 true JP2694881B2 (en) | 1997-12-24 |
Family
ID=16021267
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP3176872A Expired - Lifetime JP2694881B2 (en) | 1991-07-17 | 1991-07-17 | Seismic retrofitting method for existing structures |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP2694881B2 (en) |
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US7997940B2 (en) | 2005-06-08 | 2011-08-16 | Fci | Electrical connector assembly for an airbag ignitor |
JP5887193B2 (en) * | 2012-04-26 | 2016-03-16 | 住友林業株式会社 | How to install underground diagonal materials |
JP5984286B2 (en) * | 2012-05-09 | 2016-09-06 | 株式会社不動テトラ | Ground reinforcement method and reinforcement structure constructed thereby |
JP6178171B2 (en) * | 2013-08-29 | 2017-08-09 | 鹿島建設株式会社 | Reinforcement structure of existing foundation in existing structure |
Family Cites Families (2)
Publication number | Priority date | Publication date | Assignee | Title |
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JPS5415307A (en) * | 1977-07-05 | 1979-02-05 | Takenaka Komuten Co | Method of reinforcing foundation of existing building |
JPH0681851B2 (en) * | 1989-06-14 | 1994-10-19 | 住友建設株式会社 | Seismic control foundation |
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1991
- 1991-07-17 JP JP3176872A patent/JP2694881B2/en not_active Expired - Lifetime
Also Published As
Publication number | Publication date |
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JPH0517959A (en) | 1993-01-26 |
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