JPH06220837A - Vertical shaft earth retaining wall - Google Patents
Vertical shaft earth retaining wallInfo
- Publication number
- JPH06220837A JPH06220837A JP928693A JP928693A JPH06220837A JP H06220837 A JPH06220837 A JP H06220837A JP 928693 A JP928693 A JP 928693A JP 928693 A JP928693 A JP 928693A JP H06220837 A JPH06220837 A JP H06220837A
- Authority
- JP
- Japan
- Prior art keywords
- earth retaining
- walls
- retaining wall
- arch
- wall
- 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.)
- Pending
Links
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は平断面寸法が大きく、か
つ平断面形状が円形状以外の立坑を深層部まで連続地中
壁で構築する場合の立坑土留壁に係るものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a shaft earth retaining wall in the case of constructing a shaft having a large plane cross section and a plane cross section other than a circular one with a continuous underground wall to a deep layer.
【０００２】[0002]
【従来の技術】深さが深い土留壁には、外側からの大き
な土圧や水圧等の外力により大きな曲げ応力が働くた
め、通常は構造部材に圧縮応力が働くように平断面形状
が円形状の土留壁とする。2. Description of the Related Art Since a large bending stress is applied to an earth retaining wall having a deep depth by an external force such as a large earth pressure or a water pressure from the outside, a flat cross section is usually circular so that a compressive stress acts on a structural member. It will be the earth retaining wall.
【０００３】[0003]
【発明が解決しようとする課題】平断面形状が円形状の
構造物を築造する場合や、円形状の立坑が必要な場合に
は、前記した従来の円形状の立坑土留壁の方が構造上好
都合である。しかし平断面が円形状以外の形状の構造物
を築造する場合や、使用上の必要性から方形状や矩形状
の立坑形状を必要とする場合、前記従来の円形状の立坑
土留壁ではデッドスペースが非常に多くなり、極めて不
経済な設計となる。When constructing a structure having a circular flat cross-section or when a circular vertical shaft is required, the conventional circular vertical shaft earth retaining wall is structurally more convenient. It is convenient. However, when constructing a structure with a flat cross section other than a circular shape, or when it is necessary to use a rectangular or rectangular vertical shaft shape due to the necessity of use, the conventional circular vertical shaft earth retaining wall has dead space. Is extremely expensive, resulting in a very uneconomical design.
【０００４】しかし前記デッドスペースを節減するため
に立坑土留壁の平面形状を方形状や矩形状にすると、大
きな曲げ応力に対抗しうるために壁厚の厚い構造部材と
なり、矢張り不経済な設計になる。本発明は前記従来技
術の有する問題点に鑑みて提案されたもので、その目的
とする処は、平断面寸法が大きく、且つ平断面形状が円
形状以外の構造上有利な立坑土留壁を提供する点にあ
る。However, if the vertical shape of the shaft earth retaining wall is made rectangular or rectangular in order to save the dead space, it becomes a structural member having a thick wall in order to resist a large bending stress, which is an uneconomical design. become. The present invention has been proposed in view of the above problems of the prior art, and an object thereof is to provide a vertical shaft earth retaining wall having a large flat cross-sectional dimension and a flat cross-sectional shape other than a circular shape, which is structurally advantageous. There is a point to do.
【０００５】[0005]
【課題を解決するための手段】前記の目的を達成するた
め、本発明に係る立坑土留壁は平断面形状がアーチ状の
複数の土留壁を連結し、同アーチ状の土留壁の両端支持
部には支持壁を設け、前記アーチ状の土留壁に囲まれた
内側部に補強用のスラブを設けるとともに、相対する前
記支持壁間には変形抑止用としてのスラブを配設して構
成されている。In order to achieve the above-mentioned object, a vertical shaft earth retaining wall according to the present invention connects a plurality of earth retaining walls having an arch-shaped plane cross section, and supports both ends of the earth retaining wall having the same arch shape. Is provided with a support wall, a reinforcing slab is provided in an inner portion surrounded by the arch-shaped soil retaining wall, and a slab for suppressing deformation is arranged between the opposing support walls. There is.
【０００６】請求項２の発明は前記アーチ状の土留壁及
び支持壁をファイバーコンクリートより構成したもので
ある。According to a second aspect of the present invention, the arch retaining wall and the supporting wall are made of fiber concrete.
【０００７】[0007]
【作用】本発明に係る立坑土留壁は前記したように平断
面形状がアーチ状の土留壁を１つのエレメントとして複
数の同アーチ状土留壁を連結したことによって、所期の
目的の形状に即応した平断面形状の立坑土留壁が構成さ
れるようにしたので、土留壁に働く曲げ応力があまり大
きくならず、大半が圧縮応力となり、構造上合理的な立
坑土留壁が構築される。As described above, the vertical shaft earth retaining wall according to the present invention can be quickly adapted to the intended shape by connecting a plurality of arch earth retaining walls having an arch-shaped plane cross section as one element. Since the vertical shaft retaining wall with a flat cross-section is configured, the bending stress acting on the retaining wall does not become so large, most of it becomes compressive stress, and a structurally reasonable vertical shaft retaining wall is constructed.
【０００８】而して前記エレメントを構成するアーチ状
の土留壁の支持点となる両端に配設された支持壁によっ
て、アーチ状の土留壁に働く外力が支持される。この
際、同アーチ状の土留壁の両支点は外力によって変位が
生じるが、同アーチ状の土留壁内側部分に設けられた補
強用スラブによって、前記支点に生じる変位が抑止され
る。[0008] Thus, the external force acting on the arch-shaped soil retaining wall is supported by the support walls disposed at both ends which are the supporting points of the arch-shaped soil retaining wall which constitutes the element. At this time, both fulcrums of the arch-shaped earth retaining wall are displaced by an external force, but the displacement generated at the fulcrum is suppressed by the reinforcing slab provided inside the arch-shaped earth retaining wall.
【０００９】また相対する前記支持壁間に設けられた補
強用スラブによって、同支持壁の変形が抑止される。Further, the deformation of the support walls is suppressed by the reinforcing slab provided between the opposing support walls.
【００１０】[0010]
【実施例】以下本発明を図示の実施例について説明す
る。先ず連続地中壁工法によって、複数のアーチ状の土
留壁１、及び同各アーチ状の土留壁１の両端を支持し、
相隣る同土留壁１を連結する支持壁２を施工する。なお
前記土留壁１及び支持壁２等の構造部材は鉄筋コンクリ
ート構造となるが、本実施例におけるように土留壁に働
く曲げ応力が非常に小さい場合は、本発明者等が特開平
３−２５０１１２号公報（特願平２−４５７４９号、発
明の名称：連続地中壁）で提案したようにファイバーコ
ンクリートを構造材料として適用し、鉄筋篭挿入の如き
面倒な作業をなくし、施工性を大幅に向上せしめること
も可能である。The present invention will be described below with reference to the illustrated embodiments. First, a plurality of arch-shaped soil retaining walls 1 and both ends of each arch-shaped retaining soil wall 1 are supported by a continuous underground wall construction method,
A support wall 2 for connecting adjacent soil retaining walls 1 is constructed. Although the structural members such as the retaining wall 1 and the supporting wall 2 have a reinforced concrete structure, when the bending stress acting on the retaining wall is very small as in the present embodiment, the inventors of the present invention disclosed in JP-A-3-250112. Applying fiber concrete as a structural material as proposed in the official gazette (Japanese Patent Application No. 2-45749, title of the invention: continuous underground wall), eliminating troublesome work such as inserting a rebar basket, and greatly improving workability. It is also possible to blame.
【００１１】なお前記土留壁１の四隅に配設される支持
壁２は剛性の大きい支持壁２′より構成され、前記土留
壁１と同一方向に設置される。また同支持壁２′は前記
支持壁２と同様に地中連続工法によって施工される。か
くして前記土留壁１及び支持壁２の施工が完了したの
ち、同壁１，２で囲まれた内側を所定深さまで掘削し、
相対する支持壁２，２間に鉄筋コンクリートで補強した
スラブ４を所定深さ毎に設置する。The support walls 2 arranged at the four corners of the earth retaining wall 1 are composed of a highly rigid support wall 2'and are installed in the same direction as the earth retaining wall 1. Further, the support wall 2'is constructed by the underground continuous construction method like the support wall 2. After the construction of the retaining wall 1 and the support wall 2 is completed in this way, the inside surrounded by the walls 1 and 2 is excavated to a predetermined depth,
Slabs 4 reinforced with reinforced concrete are installed between opposing support walls 2 and 2 at predetermined depths.
【００１２】同各スラブ４の施工と同時にアーチ状の土
留壁１の内側で鉄筋コンクリート等で補強したスラブ３
を設置する。この際、前記各スラブ４は変形抑止の用を
果すものである。以下前記の工程を反覆して立坑土留壁
を構築する。図中ａは立坑、ｂは地盤、ｃは根切り底で
ある。Simultaneously with the construction of each slab 4, the slab 3 reinforced with reinforced concrete or the like inside the arch retaining wall 1
Set up. At this time, each of the slabs 4 serves to prevent deformation. Below, the above steps are repeated to construct a shaft retaining wall. In the figure, a is a vertical shaft, b is the ground, and c is a root cutting bottom.
【００１３】[0013]
【発明の効果】本発明によれば前記したように平断面形
状がアーチ状の複数の土留壁を同土留壁の両端部を支持
壁を介して連結し、前記土留壁に囲まれた内側部には補
強スラブを、相対する支持壁間には変形抑止の用を果す
スラブを配設したことによって、築造する構造物の形状
に即応した平断面形状の立坑土留壁を構築するので、従
来の平断面が円形状の立坑土留壁に比してデッドスペー
スが大幅に節減される。According to the present invention, as described above, a plurality of earth retaining walls having an arch-shaped plane cross section are connected to each other at both ends of the earth retaining walls through supporting walls, and an inner portion surrounded by the earth retaining walls. By arranging a reinforcing slab on the slab and a slab that suppresses deformation between the opposing support walls, a vertical cross-section retaining wall with a flat cross-section that corresponds to the shape of the structure to be built is constructed. The dead space is significantly reduced compared to the vertical shaft earth retaining wall.
【００１４】また本発明によれば築造する構造物の形状
に即した平断面形状の土留壁を構成することができ、従
来の円形状の土留壁の場合に比して土留壁の構築面積を
かなり小さくすることができる。また掘削量が大幅に節
減されるので、大幅な工期の短縮、工費の節減が図られ
る。Further, according to the present invention, it is possible to construct a clay retaining wall having a flat cross-sectional shape that conforms to the shape of the structure to be built, and the construction area of the retaining clay wall is smaller than that of the conventional circular retaining wall. Can be quite small. In addition, since the amount of excavation is greatly reduced, the construction period can be greatly shortened and the construction cost can be reduced.
【００１５】更にまた本発明によれば前記土留壁は平断
面形状がアーチ状に形成されているので、外力の大半が
圧縮応力として作用し、このため請求項２の発明におけ
る如く、前記土留壁の構造部材としてファイバーコンク
リートを適用することができ、これによって鉄筋篭を挿
入する面倒な作業がなくなり、施工性が大幅に向上され
る。Furthermore, according to the present invention, since the earth retaining wall is formed in an arched shape in a plane cross section, most of the external force acts as a compressive stress. Therefore, as in the invention of claim 2, the earth retaining wall. The fiber concrete can be applied as the structural member of the above, which eliminates the troublesome work of inserting the rebar basket and greatly improves the workability.
【図１】本発明に係る立坑土留壁の一実施例を示す縦断
面図である。FIG. 1 is a vertical cross-sectional view showing an embodiment of a vertical shaft retaining wall according to the present invention.
【図２】図１の矢視Ａ−Ａ図である。FIG. 2 is a view taken along the line AA of FIG.
【図３】図１の矢視Ｂ−Ｂ図である。3 is a view taken along the line BB of FIG.
１ 土留壁 ２ 支持壁 ３ スラブ ４ スラブ ａ 立坑 ｂ 地盤 ｃ 根切り底 1 retaining wall 2 support wall 3 slab 4 slab a vertical shaft b ground c root cutting bottom
フロントページの続き (72)発明者 林 英雄 東京都渋谷区千駄ヶ谷四丁目６番15号 株 式会社フジタ内Front page continuation (72) Inventor Hideo Hayashi 4-6-15 Sendagaya, Shibuya-ku, Tokyo Inside Fujita Co., Ltd.
Claims (2)
連結し、同アーチ状の土留壁の両端支持部には支持壁を
設け、前記アーチ状の土留壁に囲まれた内側部に補強用
のスラブを設けるとともに、相対する前記支持壁間には
変形抑止用としてのスラブを配設してなることを特徴と
する立坑土留壁。1. A plurality of earth retaining walls, each having an arch-shaped plane cross-section, are connected to each other. Supporting walls are provided at both ends of the arch retaining earth walls, and an inner portion surrounded by the arch-shaped earth retaining walls is provided. A vertical shaft earth retaining wall, characterized in that a slab for reinforcement is provided, and a slab for suppressing deformation is arranged between the opposing support walls.
イバーコンクリートより構成した請求項１記載の立坑土
留壁。2. The shaft retaining wall according to claim 1, wherein the arch retaining wall and the supporting wall are made of fiber concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP928693A JPH06220837A (en) | 1993-01-22 | 1993-01-22 | Vertical shaft earth retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP928693A JPH06220837A (en) | 1993-01-22 | 1993-01-22 | Vertical shaft earth retaining wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH06220837A true JPH06220837A (en) | 1994-08-09 |
Family
ID=11716240
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP928693A Pending JPH06220837A (en) | 1993-01-22 | 1993-01-22 | Vertical shaft earth retaining wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH06220837A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102587391A (en) * | 2011-01-10 | 2012-07-18 | 孙冬梁 | Construction process for large-aperture brick and concrete reverse hanging well |
| CN104947690A (en) * | 2015-06-19 | 2015-09-30 | 深圳市工勘岩土集团有限公司 | Grooving construction method for embedding underground continuous wall into rock |
| CN109653242A (en) * | 2019-01-16 | 2019-04-19 | 长江勘测规划设计研究有限责任公司 | Composite foundation reinforcement arch box type barrier wall structure and construction method |
| CN109715888A (en) * | 2016-10-27 | 2019-05-03 | 李承远 | Precast reinforced concrete pile and the earth-retaining wall construction method for utilizing it |
-
1993
- 1993-01-22 JP JP928693A patent/JPH06220837A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102587391A (en) * | 2011-01-10 | 2012-07-18 | 孙冬梁 | Construction process for large-aperture brick and concrete reverse hanging well |
| CN104947690A (en) * | 2015-06-19 | 2015-09-30 | 深圳市工勘岩土集团有限公司 | Grooving construction method for embedding underground continuous wall into rock |
| CN109715888A (en) * | 2016-10-27 | 2019-05-03 | 李承远 | Precast reinforced concrete pile and the earth-retaining wall construction method for utilizing it |
| CN109715888B (en) * | 2016-10-27 | 2021-04-09 | 李承远 | Prefabricated reinforced concrete pile and retaining wall construction method using same |
| CN109653242A (en) * | 2019-01-16 | 2019-04-19 | 长江勘测规划设计研究有限责任公司 | Composite foundation reinforcement arch box type barrier wall structure and construction method |
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