JP2000160557A - Landslide protection construction method - Google Patents
Landslide protection construction methodInfo
- Publication number
- JP2000160557A JP2000160557A JP10337889A JP33788998A JP2000160557A JP 2000160557 A JP2000160557 A JP 2000160557A JP 10337889 A JP10337889 A JP 10337889A JP 33788998 A JP33788998 A JP 33788998A JP 2000160557 A JP2000160557 A JP 2000160557A
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- ground
- construction method
- landslide protection
- 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
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、山留壁の根入れ長
を短縮することができる山留工法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a pier construction method capable of shortening the length of a pier wall.
【０００２】[0002]
【従来の技術】地下構造物を構築する場合、地下構造物
の平面形状に沿って地中に山留壁を設置し、山留壁で包
囲された地中の内側を構築予定深度まで掘削して構造物
を構築する。地下地盤は一般的に透水層と難透水層とが
互層となって形成されている。難透水層の上載荷重（土
の重量）が軽減すると、透水層に滞水している地下水は
難透水層に対して揚圧力として作用する。従来の山留工
法においては、掘削工事に伴う揚圧力が及ぼす掘削床付
け面のヒービング現象を抑止するために、難透水層上の
土の重量のみで抵抗していた。2. Description of the Related Art When constructing an underground structure, a retaining wall is installed in the ground along the plane shape of the underground structure, and the inside of the ground surrounded by the retaining wall is excavated to a planned depth. To build the structure. The underground ground is generally formed by alternately permeable layers and poorly permeable layers. When the load on the poorly permeable layer (the weight of the soil) is reduced, the groundwater remaining in the permeable layer acts as a lifting pressure on the poorly permeable layer. In the conventional shoring method, in order to suppress the heaving phenomenon on the excavated floor surface caused by the lifting pressure due to the excavation work, resistance was made only by the weight of the soil on the impervious layer.
【０００３】前記従来の方法では、山留壁の根入れ先端
部が掘削の床付け面の最も浅い位置の難透水層では、地
下水の揚圧力に抵抗するための土の重量が不足し、掘削
した床付け面のヒービング現象を抑止することができな
かった。そのため山留壁の根入れ長をこれより更に深い
難透水層まで延長して設置し、床付け面上の土の重量を
増加する必要があり、根入れ長が不必要に長くなるため
不経済となっていた。[0003] In the above-mentioned conventional method, the weight of the soil for resisting the lifting pressure of the groundwater is insufficient in the impervious layer where the embedding tip of the retaining wall is the shallowest position of the excavation floor, and It was not possible to suppress the heaving phenomenon on the flooring surface. Therefore, it is necessary to extend the embedding length of the retaining wall to a deeper impervious layer than this, and to increase the weight of the soil on the flooring surface. Had become.
【０００４】[0004]
【発明が解決しようとする課題】本発明は、上記従来の
問題点を解決するためになされたもので、簡単な方法に
より、山留壁の根入れ長を短縮することができる山留工
法を提供することを目的とする。SUMMARY OF THE INVENTION The present invention has been made in order to solve the above-mentioned conventional problems, and there is provided a pier construction method capable of shortening the burial length of a pier wall by a simple method. The purpose is to provide.
【０００５】[0005]
【課題を解決するための手段】山留壁の根入れ長を短縮
することができる山留工法であって、山留壁の根入れ先
端部を、掘削床付け面の安定を確保できる最も浅い位置
の難透水層とし、難透水層に作用する地下水の揚圧力
を、ディープビーム的性状力と山留壁と地盤との摩擦に
より山留壁に伝達することにより、床付け面のヒービン
グ現象を抑止することを特徴とする山留工法である。ま
た本発明は、床付け面に位置する山留壁の内側面に、剪
断キーを設置し、難透水層に作用する地下水の揚圧力
と、山留壁と地盤との摩擦により発生するディープビー
ム的性状力とを山留壁に伝達することにより、床付け面
のヒービング現象を抑止することを特徴とする山留工法
である。Means for Solving the Problems A pier construction method capable of shortening the pier length of the pier wall, wherein the pier end portion of the pier wall is the shallowest portion which can secure the stability of the excavated floor mounting surface. The heave phenomenon on the floor is reduced by transmitting the pumping pressure of the groundwater acting on the impervious layer to the impervious layer by transmitting the lift pressure of the groundwater acting on the impervious layer to the retaining wall by friction between the retaining wall and the ground. This is a mountain retaining method characterized by deterrence. The present invention also provides a shear key on the inner surface of the retaining wall located on the floor, and a deep beam generated by the lifting pressure of the groundwater acting on the impervious layer and the friction between the retaining wall and the ground. This is a yard construction method characterized by suppressing the heaving phenomenon of the flooring surface by transmitting the target property force to the yard wall.
【０００６】[0006]
【発明の実施の形態１】以下図面を参照しながら、本発
明の実施形態の一例について説明する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be described below with reference to the drawings.
【０００７】＜イ＞全体構成 図１は本発明による山留工法の平面図を示し、図２はそ
の縦断面図である。山留壁１の根入れ先端部１ａを、掘
削床付け面Ｇの安定を確保できる最も浅い位置の難透水
層Ｎ１とし、難透水層Ｎ１に作用する地下水の揚圧力Ｕ
２を、ディープビーム的性状力Ｕ１と山留壁１と地盤と
の摩擦により山留壁１に伝達することにより、床付け面
Ｇのヒービング現象を抑止する構成とし、また、床付け
面Ｇに位置する山留壁１の内側面に、剪断キー２を設置
し、難透水層Ｎ１に作用する地下水の揚圧力Ｕ２と、山
留壁１と地盤との摩擦により発生するディープビーム的
性状力Ｕ１とを山留壁１に伝達することにより、床付け
面Ｇのヒービング（盤ぶくれ）現象を抑止する構成とし
ている。<A> Overall Configuration FIG. 1 is a plan view of the landslide method according to the present invention, and FIG. 2 is a longitudinal sectional view thereof. The embedding tip 1a of the retaining wall 1 is the shallow permeable layer N1 at the shallowest position where the stability of the excavated floor attachment surface G can be secured, and the pumping pressure U of the groundwater acting on the permeable layer N1
2 is transmitted to the retaining wall 1 by the deep beam-like property force U1 and the friction between the retaining wall 1 and the ground, so that the heaving phenomenon of the flooring surface G is suppressed. A shear key 2 is installed on the inner surface of the located retaining wall 1, and a lifting pressure U2 of the groundwater acting on the impervious layer N1 and a deep beam-like property force U1 generated by friction between the retaining wall 1 and the ground. Is transmitted to the retaining wall 1 so as to suppress the heaving (panning) phenomenon of the flooring surface G.
【０００８】＜ロ＞山留壁 山留壁１を地中に打設するのに先立ち、山留壁１の掘削
側内面に剪断キー２を設置する。剪断キー２の設置位置
は掘削床付け面Ｇ以深に設置する。即ち、山留壁１の根
入れ先端部１ａが床付け面Ｇ以深の最も近い難透水層Ｎ
１に到達した位置から逆算して、剪断キー２が掘削床付
け面Ｇに位置するように設置するものである。本実施の
形態においては、山留壁１の平面配置を矩形状としてい
るが、地下構造物の平面形状に従って円形や小判状等に
配置すればよい。<B> Mountain Retaining Wall Prior to placing the mountain retaining wall 1 in the ground, a shearing key 2 is installed on the inner surface of the excavation side of the mountain retaining wall 1. The shear key 2 is installed at a depth below the excavation floor attaching surface G. That is, the piercing tip 1a of the retaining wall 1 is the nearest impervious layer N deeper than the flooring surface G.
The shear key 2 is installed such that the shear key 2 is located on the excavated floor attaching surface G by calculating backward from the position where it has reached 1. In the present embodiment, the planar arrangement of the retaining wall 1 is rectangular, but may be circular or oval according to the planar shape of the underground structure.
【０００９】＜ハ＞剪断キー 剪断キー２は山留壁１の掘削側内面に沿って設置・固定
される。材質は鉄筋コンクリートや鋼材等、剪断強度の
高いものとする。剪断キー２の設置により、難透水層Ｎ
１に作用する揚圧力Ｕ２及び床付け面Ｇ以下の地盤に作
用するディープビーム的性状力Ｕ１とを山留壁１に伝達
すると共に、剪断キー２の設置箇所においてこれ等の応
力を拘束することができるものである。<C> Shearing key The shearing key 2 is installed and fixed along the inner surface of the retaining wall 1 on the excavation side. The material shall be reinforced concrete, steel, etc., with high shear strength. By installing the shearing key 2, the impervious layer N
1 and the deep-beam-like property force U1 acting on the ground below the flooring surface G to the retaining wall 1 and restraining these stresses at the location where the shear key 2 is installed. Can be done.
【００１０】[0010]
【作用】以下に、本発明による山留工法を説明する。The ridge retaining method according to the present invention will be described below.
【００１１】＜イ＞山留壁の構築 地下構造物の平面形状に従って山留壁１を地中に構築す
る。山留壁１の掘削側には、予め地上において所定位置
に剪断キー２を設置・固定しておく。剪断キー２の設置
・固定位置は、事前にボーリング等公知の方法により地
質調査を行い、透水層Ｔ１、Ｔ２及び難透水層Ｎ１、Ｎ
２の深度を確認しておく。山留壁１の根入れ先端部１ａ
が、床付け面Ｇ以深の最も浅い難透水層Ｎ１に到達した
時点で、山留壁１の打設作業を中止する。以上の山留壁
１打設作業を、地下構造物の平面形状に従って地中に構
築する。<A> Construction of Retaining Wall The retaining wall 1 is constructed underground according to the planar shape of the underground structure. On the excavation side of the retaining wall 1, a shear key 2 is previously set and fixed at a predetermined position on the ground. The installation and fixing positions of the shearing key 2 are determined in advance by a well-known method such as boring and the like, and a geological survey is performed, and the permeable layers T1 and T2 and the poorly permeable layers N1 and N
Confirm the depth of 2. Tip 1a of embankment of mountain retaining wall 1
However, when reaching the shallow impervious layer N1 deeper than the flooring surface G, the placing work of the retaining wall 1 is stopped. The above-mentioned work for placing the retaining wall 1 is constructed underground in accordance with the planar shape of the underground structure.
【００１２】＜ロ＞掘削 山留壁１が構築された内部を、公知の方法により掘削す
る。掘削地盤が順次掘り下げられるに従い、山留壁１に
より包囲された内部の地下水位Ｗ１はＷ２に降下し、そ
のヘッド差Ｈが難透水層Ｎ１に対し揚圧力Ｕ２となって
作用する。<B> Excavation The inside where the mountain retaining wall 1 is constructed is excavated by a known method. As the excavated ground is dug down one by one, the groundwater level W1 in the area surrounded by the retaining wall 1 falls to W2, and the head difference H acts as a lifting pressure U2 on the poorly permeable layer N1.
【００１３】＜ハ＞ディープビーム的性状力 難透水層Ｎ１に作用した揚圧力Ｕ２は、難透水層Ｎ１を
介してその上の地盤を押し上げる。押し上げられた地盤
は、山留壁１に設置・固定された剪断キー２により揚圧
力を拘束され、ディープビーム的性状力Ｕ１が働くこと
になる。<C> Deep beam-like property force The lifting pressure U2 acting on the impervious layer N1 pushes up the ground thereon through the impervious layer N1. The lifted ground is restrained by the shearing key 2 installed and fixed on the retaining wall 1 from the lifting pressure, and a deep beam-like property force U1 acts.
【００１４】＜ニ＞ヒービング現象の抑止 床付け面Ｇは、前記難透水層Ｎ１に作用する揚圧力Ｕ２
と、剪断キー２により揚圧力を拘束されて生じるディー
プビーム的性状力Ｕ１とにより、ヒービング（盤ぶく
れ）現象を抑止することができる。<D> Suppression of Heaving Phenomenon The flooring surface G has a lift U2 acting on the impervious layer N1.
And the deep beam-like property force U1 generated by restraining the lifting pressure by the shearing key 2, it is possible to suppress the heaving (panning) phenomenon.
【００１５】[0015]
【発明の実施の形態２】図３は他の実施形態を示す山留
工法の平面図であり、図４はその縦断面図である。本実
施形態においては、山留壁１を地中に構築後、山留壁１
の掘削側所定位置に後付け剪断キー２１を設置・固定す
るものである。後付け剪断キー２１は山留壁１の掘削側
全面には設置・固定せず、図３に示すように山留壁１の
掘削側に所定間隔をあけて設置・固定する。山留壁１を
地中に構築後、後付け剪断キー２１の設置位置を地上か
らつぼ掘り３することにより設置・固定することができ
る。後付け剪断キー２１を設置後は前記実施形態１と同
様であるので説明を省略する。Embodiment 2 FIG. 3 is a plan view of a stake method showing another embodiment, and FIG. 4 is a longitudinal sectional view thereof. In the present embodiment, after the retaining wall 1 is constructed in the ground, the retaining wall 1
The retrofit shear key 21 is installed and fixed at a predetermined position on the excavation side. The retrofit shear key 21 is not installed and fixed on the entire excavation side of the retaining wall 1, but is installed and fixed on the excavating side of the retaining wall 1 at a predetermined interval as shown in FIG. After constructing the retaining wall 1 in the ground, the installation position of the retrofit shearing key 21 can be installed and fixed by digging 3 from the ground. After the retrofitting shear key 21 is installed, the operation is the same as that of the first embodiment, and the description is omitted.
【００１６】[0016]
【発明の実施の形態３】図５はさらに他の実施形態を示
す山留工法の縦断面図である。本実施形態においては、
山留壁を変断面山留壁１１の構造としている。即ち、山
留壁の厚さを床付け面Ｇまで同一厚さとし、剪断キーの
設置位置において厚さを薄くすることにより切欠き部４
を形成し、剪断キーの役割を果たすものである。変断面
山留壁１１の施工後は、前記実施形態１と同様であるの
で説明を省略する。Third Embodiment FIG. 5 is a longitudinal sectional view showing a still another embodiment of a mountain retaining method. In the present embodiment,
The retaining wall has the structure of the variable-section retaining wall 11. That is, the notch 4 is formed by making the thickness of the retaining wall the same thickness up to the flooring surface G and reducing the thickness at the installation position of the shearing key.
And serves as a shear key. After the construction of the modified cross section retaining wall 11, the description is omitted because it is the same as in the first embodiment.
【００１７】[0017]
【発明の効果】本発明は以上説明したようになるから、
次のような効果を得ることができる。 ＜イ＞山留壁の床付け面に剪断キーを設置する構造とし
たので、床付け面以深の地盤にディープビーム的性状力
を作用させ、床付け面のヒービング現象を抑止すること
ができる。 ＜ロ＞山留壁の根入れを浅い深度の難透水層としたの
で、難透水層に揚圧力を付与してディープビーム的性状
力を助長するため、床付け面のヒービング現象を抑止す
ることができる。＜ハ＞山留壁の根入れを浅い深度の難
透水層としたので、山留壁の施工深度を短くすることが
でき経済的である。Since the present invention has been described above,
The following effects can be obtained. <B> Since the shearing key is installed on the floor surface of the retaining wall, a deep beam-like property force is applied to the ground deeper than the floor surface, and the heaving phenomenon of the floor surface can be suppressed. <B> Since the embankment of the retaining wall is a shallow permeable layer with a shallow depth, it is necessary to apply a lifting pressure to the permeable layer to promote the property of deep beam, and to suppress the heaving phenomenon on the floor surface. Can be. <C> Since the embankment of the mountain retaining wall is formed as a low-impervious layer with a shallow depth, the construction depth of the mountain retaining wall can be shortened, which is economical.
【図１】本発明による山留工法の平面図。FIG. 1 is a plan view of a mountain retaining method according to the present invention.
【図２】同上断面図。FIG. 2 is a sectional view of the same.
【図３】他の実施形態を示す山留工法の平面図。FIG. 3 is a plan view of a mountain retaining method showing another embodiment.
【図４】同上断面図。FIG. 4 is a sectional view of the same.
【図５】さらに他の実施形態を示す山留工法の縦断面
図。FIG. 5 is a vertical cross-sectional view of a mountain retaining method showing still another embodiment.
Claims (2)
山留工法であって、 山留壁の根入れ先端部を、掘削床付け面の安定を確保で
きる最も浅い位置の難透水層とし、 難透水層に作用する地下水の揚圧力を、ディープビーム
的性状力と山留壁と地盤との摩擦により山留壁に伝達す
ることにより、 床付け面のヒービング現象を抑止することを特徴とす
る、 山留工法。An embankment construction method capable of shortening the embedding length of a retaining wall, wherein the penetration end of the retaining wall is provided at the shallowest position where the stability of an excavated floor mounting surface can be ensured. By controlling the lifting pressure of the groundwater acting on the impervious layer as a layer and transmitting it to the retaining wall by the property of the deep beam and the friction between the retaining wall and the ground, it is possible to suppress the heaving phenomenon on the floor surface. Characterized by the mountain retaining method.
し、 難透水層に作用する地下水の揚圧力と、山留壁と地盤と
の摩擦により発生するディープビーム的性状力とを山留
壁に伝達することにより、床付け面のヒービング現象を
抑止することを特徴とする、 山留工法。2. A method according to claim 1, wherein a shearing key is installed on an inner surface of the retaining wall located on the flooring surface, and a lifting pressure of the groundwater acting on the impervious layer, The dome construction method is to transmit the property of the deep beam generated by the friction between the wall and the ground to the retaining wall to suppress the heaving phenomenon on the flooring surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10337889A JP2000160557A (en) | 1998-11-27 | 1998-11-27 | Landslide protection construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10337889A JP2000160557A (en) | 1998-11-27 | 1998-11-27 | Landslide protection construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2000160557A true JP2000160557A (en) | 2000-06-13 |
Family
ID=18312960
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10337889A Pending JP2000160557A (en) | 1998-11-27 | 1998-11-27 | Landslide protection construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2000160557A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013044137A (en) * | 2011-08-23 | 2013-03-04 | Sealam Co Ltd | Method of determining embedment depth of impermeable wall |
| JP2015031020A (en) * | 2013-08-01 | 2015-02-16 | 西松建設株式会社 | Earth-retaining wall and construction method of its lower part |
| CN105625435A (en) * | 2014-10-30 | 2016-06-01 | 五冶集团上海有限公司 | Fast forming method for multi-section and multi-layer special-shaped equipment deep foundation pit of marine accumulation island |
| CN106284365A (en) * | 2016-07-23 | 2017-01-04 | 杭州千城建筑设计有限公司 | A kind of WATER-WASHING METHOD of building foundation pit excavation |
| CN112359881A (en) * | 2020-10-26 | 2021-02-12 | 广州地铁设计研究院股份有限公司 | Supporting construction of pipeline of crossing foundation ditch |
-
1998
- 1998-11-27 JP JP10337889A patent/JP2000160557A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013044137A (en) * | 2011-08-23 | 2013-03-04 | Sealam Co Ltd | Method of determining embedment depth of impermeable wall |
| JP2015031020A (en) * | 2013-08-01 | 2015-02-16 | 西松建設株式会社 | Earth-retaining wall and construction method of its lower part |
| CN105625435A (en) * | 2014-10-30 | 2016-06-01 | 五冶集团上海有限公司 | Fast forming method for multi-section and multi-layer special-shaped equipment deep foundation pit of marine accumulation island |
| CN106284365A (en) * | 2016-07-23 | 2017-01-04 | 杭州千城建筑设计有限公司 | A kind of WATER-WASHING METHOD of building foundation pit excavation |
| CN112359881A (en) * | 2020-10-26 | 2021-02-12 | 广州地铁设计研究院股份有限公司 | Supporting construction of pipeline of crossing foundation ditch |
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