JP3049347B2 - Earth retaining wall - Google Patents
Earth retaining wallInfo
- Publication number
- JP3049347B2 JP3049347B2 JP6102691A JP10269194A JP3049347B2 JP 3049347 B2 JP3049347 B2 JP 3049347B2 JP 6102691 A JP6102691 A JP 6102691A JP 10269194 A JP10269194 A JP 10269194A JP 3049347 B2 JP3049347 B2 JP 3049347B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- retaining wall
- underground continuous
- continuous wall
- excavation
- 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 - Fee Related
Links
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Description
【０００１】[0001]
【産業上の利用分野】平面形状が矩形等の閉鎖断面領域
内で、大規模掘削を行う場合の土留壁に関するものであ
る。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a retaining wall for performing large-scale excavation in a closed cross-sectional area such as a rectangular plane.
【０００２】[0002]
【従来の技術】平面形状が矩形等の閉鎖断面領域内での
掘削の土留としては、切梁工法やアンカー工法が代表的
なものである。2. Description of the Related Art A cut beam method and an anchor method are typical examples of excavation soil in a closed cross-sectional area such as a rectangular plane.
【０００３】これらは周知のものであるが、切梁工法
は、Ｈ型鋼等の親杭と横矢板による土留壁やシートパイ
ル等の鋼矢板による土留壁に、腹起しと切梁を架設す
る。[0003] Although these are well-known, in the case of the cutting beam method, a bulge and a cutting beam are erected on a retaining wall made of a parent pile made of H-shaped steel and the like and a sheet pile made of steel sheet pile such as a sheet pile. .
【０００４】アンカー工法は、Ｈ型鋼等の親杭と横矢板
による土留壁等に地盤アンカーを配設するものである。In the anchor method, a ground anchor is provided on a retaining wall made of a parent pile made of H-shaped steel or the like and a horizontal sheet pile.
【０００５】[0005]
【発明が解決しようとする課題】切梁工法は大規模の掘
削を行う場合では、切梁の数が増え、掘削面内での作業
領域が制限され、工期が長くなる。In the case of excavation on a large scale, the number of girders increases, the work area on the excavation surface is limited, and the construction period becomes longer.
【０００６】アンカー工法の場合はそのような問題はな
いが、地盤条件によってアンカー長が長くなるアン
カーのピッチが狭くなり施工が困難などの問題が生じ
る。In the case of the anchor method, there is no such a problem, but there is a problem that the pitch of the anchor, whose anchor length is long, becomes narrow depending on the ground conditions, and construction is difficult.
【０００７】また、切梁工法やアンカー工法の他に地中
連続壁を利用する土留壁も考えられるが、大規模の掘削
を行う領域では縦方向、横方向共に曲げモーメントが大
きくなるので、壁厚および鉄筋量が膨大な量となり、施
工が不可能である。[0007] In addition to the cutting beam method and the anchor method, a retaining wall using an underground continuous wall is also conceivable. However, in an area where large-scale excavation is performed, the bending moment increases in both the vertical and horizontal directions. The thickness and the amount of rebar are enormous, making construction impossible.
【０００８】本発明の目的は前記従来例の不都合を解消
し、平面形状が矩形等の閉鎖断面領域内で、地中連続壁
で構成するので工期の短縮や工費の節減が可能なもので
あり、しかも、必要壁厚、必要鉄筋量が少なくてすみ、
より、経済的なものである土留壁を提供することにあ
る。An object of the present invention is to solve the above-mentioned disadvantages of the prior art and to reduce the construction period and to reduce the construction cost by using a continuous underground wall in a closed cross-sectional area such as a rectangular plane. In addition, the required wall thickness and required rebar amount are small,
It is to provide a retaining wall which is more economical.
【０００９】[0009]
【課題を解決するための手段】本発明は前記目的を達成
するため、閉鎖断面領域を囲撓する地中連続壁の内側面
を掘削側の面とする土留壁において、この地中連続壁の
掘削側の面と反対側の背面に縦リブ状の控え壁を設け、
該控え壁を含めて地中連続壁の天端を頂版で連続させた
ことを要旨とするものである。SUMMARY OF THE INVENTION In order to achieve the above object, the present invention relates to a retaining wall having an inner surface of an underground continuous wall which deflects a closed cross-sectional area and having an excavation side surface. A longitudinal rib-shaped buttress is provided on the back side opposite to the excavation side,
The gist of the invention is that the top end of the underground continuous wall including the buttress wall is continuous with the top plate.
【００１０】[0010]
【作用】本発明によれば、地中連続壁の天端を頂版によ
って固定することによって固定点となり、一方、掘削面
は地盤によって弾性支持となる。また、控え壁を設ける
ことによって水平方向は控え壁が固定点となる。According to the present invention, the top of the underground continuous wall is fixed by the top plate to be a fixed point, while the excavated surface is elastically supported by the ground. In addition, by providing the buttress, the buttress becomes a fixed point in the horizontal direction.
【００１１】その結果、地中連続壁は３〜４辺（掘削側
が岩あるいは隔壁があるときは４辺）が固定されるた
め、縦方向、横方向に曲げモーメントは少なくなる。As a result, the underground continuous wall is fixed on three to four sides (four sides when the excavation side has rocks or bulkheads), so that bending moments in the vertical and horizontal directions are reduced.
【００１２】[0012]
【実施例】以下、図面について本発明の実施例を詳細に
説明する。図１は本発明の土留壁の１実施例を示す平面
図、図２は同上図１のＡ−Ａ線断面図である。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiments of the present invention will be described below in detail with reference to the drawings. FIG. 1 is a plan view showing an embodiment of a retaining wall according to the present invention, and FIG. 2 is a sectional view taken along line AA of FIG.
【００１３】図中１は土留壁として閉鎖断面領域を囲撓
する地中連続壁であり、この内側面を掘削側の面２とす
る。In the figure, reference numeral 1 denotes an underground continuous wall which surrounds a closed cross-sectional area as a retaining wall, and its inner surface is a surface 2 on the excavation side.
【００１４】そして、この地中連続壁１の掘削側の面２
と反対側の背面に縦リブ状の控え壁３を適宜間隔で設け
る。該控え壁３は、地中連続壁１と同じく掘削孔に鉄筋
籠を配置し、コンクリート打設して鉄筋コンクリート壁
として地中連続壁１と一体のものとして形成する方法が
一例であるが、プレキャストコンクリートを孔内に埋込
んで形成することもできる。A surface 2 on the excavation side of the underground continuous wall 1
Vertical rib-shaped butting walls 3 are provided at appropriate intervals on the back surface opposite to the above. The retaining wall 3 is, as in the case of the underground continuous wall 1, a method in which a steel cage is arranged in an excavation hole and cast into concrete to form a reinforced concrete wall integrally with the underground continuous wall 1 as an example. Concrete can also be formed by embedding in the hole.
【００１５】さらに、前記控え壁３を含めて地中連続壁
１の天端に頂版４を設け、この頂版４で地中連続壁１と
控え壁３を長さ方向に連続させた。この頂版４は鉄筋コ
ンクリート製のもので、型枠を組んだ中に配筋し、コン
クリート打設する現場製作のものやプレキャストコンク
リート製のものである。Further, a top plate 4 is provided on the top end of the underground continuous wall 1 including the buttress wall 3, and the underground continuous wall 1 and the buttress wall 3 are connected to each other in the longitudinal direction by the top plate 4. The top slab 4 is made of reinforced concrete, and is reinforced in a formwork, and is made on site where concrete is poured or made of precast concrete.
【００１６】このように地中連続壁１の天端を頂版４で
固定することによって、地中連続壁１の縦方向の支点と
なる。また、地中連続壁１の背面側に控え壁３を設ける
ことによって地中連続壁１の横方向の支点となる。By fixing the top end of the underground continuous wall 1 with the top plate 4 in this manner, the underground continuous wall 1 serves as a vertical fulcrum. Further, by providing the retaining wall 3 on the back side of the underground continuous wall 1, it becomes a fulcrum in the lateral direction of the underground continuous wall 1.
【００１７】これにより地中連続壁１は３辺固定と１辺
は掘削側の面２として弾性支持となり、縦方向、横方向
の曲げモーメントは小さくなり、地中連続壁１の壁厚、
配筋を現状の技術で施工可能な範囲にとどめることがで
きる。As a result, the underground continuous wall 1 is fixed to three sides, and one side is elastically supported as the excavation side surface 2, the bending moment in the vertical and horizontal directions is reduced, and the wall thickness of the underground continuous wall 1 is reduced.
Reinforcement can be kept within the range that can be constructed with current technology.
【００１８】また、地盤条件等によって掘削側の面２
が、軟弱であるため地盤改良がされている場合、隔壁が
設けられている場合、あるいは掘削側の面２が岩である
場合には掘削側の面２を固定と見なし、４辺固定支持と
なるのでさらに曲げモーメントは小さくなる。The surface 2 on the digging side depends on the ground conditions and the like.
However, if the ground is improved because of its softness, if a partition is provided, or if the surface 2 on the digging side is rock, the surface 2 on the digging side is regarded as fixed and the four-side fixed support Therefore, the bending moment is further reduced.
【００１９】[0019]
【発明の効果】以上述べたように本発明の土留壁は、平
面形状が矩形等の閉鎖断面領域内で、地中連続壁で構成
するので工期の短縮や工費の節減が可能なものであり、
しかも、必要壁厚、必要鉄筋量が少なくてすみ、より、
経済的なものである。As described above, the earth retaining wall of the present invention is constituted by a continuous underground wall in a closed cross-sectional area such as a rectangular plane, so that the construction period can be shortened and the construction cost can be reduced. ,
Moreover, the required wall thickness and the required amount of rebar can be reduced.
It is economical.
【図１】本発明の土留壁の１実施例を示す平面図であ
る。FIG. 1 is a plan view showing one embodiment of a retaining wall of the present invention.
【図２】図１のＡ−Ａ線断面図である。FIG. 2 is a sectional view taken along line AA of FIG.
１…地中連続壁 ２…掘削側の面 ３…控え壁 ４…頂版 1: Underground diaphragm wall 2: Excavation side surface 3: Buttress wall 4: Top plate
フロントページの続き (72)発明者 柳屋 健治 東京都港区元赤坂一丁目２番７号 鹿島 建設株式会社内 (72)発明者 原 潔 東京都港区元赤坂一丁目３番８号 鹿島 建設株式会社 東京支店内 (72)発明者 相沢 旬 東京都港区元赤坂一丁目２番７号 鹿島 建設株式会社内 (56)参考文献 特開 平２−140313（ＪＰ，Ａ)Continued on the front page (72) Inventor Kenji Yanagiya Kashima Construction Co., Ltd. 1-2-7 Moto-Akasaka, Minato-ku, Tokyo (72) Inventor Kiyoshi Hara 1-3-8 Moto-Akasaka, Minato-ku, Tokyo Kashima Construction Co., Ltd. Company Tokyo Branch (72) Inventor Shun Aizawa Kashima Construction Co., Ltd. 1-2-7 Moto-Akasaka, Minato-ku, Tokyo (56) References JP-A-2-140313 (JP, A)
Claims (1)
側面を掘削側の面とする土留壁において、この地中連続
壁の掘削側の面と反対側の背面に縦リブ状の控え壁を設
け、該控え壁を含めて地中連続壁の天端を頂版で連続さ
せたことを特徴とする土留壁。1. A retaining wall having an inner surface of an underground continuous wall surrounding a closed cross-sectional area and having an inner surface on an excavation side, wherein a vertical rib-shaped back surface is provided on a back surface opposite to the excavation side surface of the underground continuous wall. A retaining wall provided with a retaining wall, and a top end of the underground continuous wall including the retaining wall is connected to a top plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6102691A JP3049347B2 (en) | 1994-05-17 | 1994-05-17 | Earth retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6102691A JP3049347B2 (en) | 1994-05-17 | 1994-05-17 | Earth retaining wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH07310316A JPH07310316A (en) | 1995-11-28 |
| JP3049347B2 true JP3049347B2 (en) | 2000-06-05 |
Family
ID=14334282
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6102691A Expired - Fee Related JP3049347B2 (en) | 1994-05-17 | 1994-05-17 | Earth retaining wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3049347B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6515731B2 (en) * | 2015-08-07 | 2019-05-22 | 株式会社大林組 | Support structure of retaining wall |
| CN108221955B (en) * | 2017-12-14 | 2023-05-23 | 中国矿业大学 | Prefabricated underground diaphragm wall capable of being recycled integrally, lifting appliance and construction method |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2680383B2 (en) * | 1988-11-21 | 1997-11-19 | 川崎製鉄株式会社 | High rigidity steel sheet pile |
-
1994
- 1994-05-17 JP JP6102691A patent/JP3049347B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH07310316A (en) | 1995-11-28 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |