JP2003301454A - Earth retaining wall and construction method for underground structure - Google Patents
Earth retaining wall and construction method for underground structureInfo
- Publication number
- JP2003301454A JP2003301454A JP2002108003A JP2002108003A JP2003301454A JP 2003301454 A JP2003301454 A JP 2003301454A JP 2002108003 A JP2002108003 A JP 2002108003A JP 2002108003 A JP2002108003 A JP 2002108003A JP 2003301454 A JP2003301454 A JP 2003301454A
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- underground structure
- mountain retaining
- existing structure
- constructed
- 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
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- 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、開削した地山を支
持する山留め壁に関するものである。特に、既設構造物
の直下に配置する山留め壁及び既設構造物の直下に新設
地下構造物を構築するための地下構造物の構築方法に関
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 supporting excavated ground. In particular, the present invention relates to a mountain retaining wall arranged immediately below an existing structure and an underground structure construction method for constructing a new underground structure directly below the existing structure.
【０００２】[0002]
【従来の技術】地下鉄等の地下構造物の直下に新規に地
下構造物を構築する方法として、開削工法が知られてい
る。この方法によると、新設する地下構造物の構築位置
の地上部、即ち地上に位置する既設構造物の周囲或いは
地中に位置する既設構造物の地上部分に、少なくとも既
設構造物を囲繞する作業範囲を専有確保し、この作業範
囲の所定位置に山留め壁を打設し、山留め壁に囲まれた
作業範囲を開削し、この開口部に路面を覆工した後、例
えばアンダーピーニング等の公知の支持工法により既設
構造物を支持した状態で、その下方を更に掘削して新設
の地下構造物を構築する。また、地上部分において作業
範囲を専有確保するだけの空間が得られず、地上からの
施工が不可能な場合、公知のトレンチ工法やメッセル工
法により、既設構造物の底部に小さな導坑を掘削し、こ
の導坑内から受け杭や新設地下構造物の構築を行なうこ
とが知られている。この他にも、シールド工法を採用す
るケースがあるが、既設構造物に近接したり、地中に障
害物がある場合、又、例えば既設構造物と新設地下構造
物とを接続する場合等には、前述した開削工法を採用す
る方が施工が容易である。2. Description of the Related Art An excavation method is known as a method of newly constructing an underground structure directly under an underground structure such as a subway. According to this method, at least the existing structure is surrounded by the aboveground part of the construction position of the new underground structure, that is, the surrounding part of the existing structure located on the ground or the ground part of the existing structure located in the ground. After securing a monopoly, placing a mountain retaining wall at a predetermined position in this working range, excavating the working range surrounded by the mountain retaining wall, and lining the road surface in this opening, for example, known support such as underpeening A new underground structure will be constructed by excavating further below the existing structure supported by the construction method. In addition, if the space above the ground is not enough to secure a dedicated working area and construction from the ground is not possible, a small tunnel will be excavated at the bottom of the existing structure by the well-known trench method or Messel method. , It is known to construct receiving piles and new underground structures from within this tunnel. In addition to this, there are cases where the shield construction method is adopted, but when it is close to an existing structure or there is an obstacle in the ground, or when connecting an existing structure and a new underground structure, for example. It is easier to use the above-mentioned open-cut method.
【０００３】[0003]
【発明が解決しようとする課題】前記した従来の既設構
造物の下方へ地下構造物を構築する方法にあっては、次
のような問題点がある。
＜イ＞ 開削工法は、地上に広い作業空間を専有確保す
る必要があるが、特に都市部においては地上に既設構造
物、幹線道路、交通機関等が密集して存在する場合が多
く、開削に必要となる作業範囲を専有確保することが困
難である。
＜ロ＞ トレンチ工法やメッセル工法は、導坑掘削時や
既設構造物の仮支持までの間に地盤が緩むことがあり、
周囲地山に沈下や変形が生じる恐れがある。このため、
導坑の掘削に十分な支保工等の建て込みを必要とし、施
工費用が高騰し、且つ施工期間も長くなる。
＜ハ＞ 更に、導坑は非常に狭隘であり、この中で受け
杭や新設構造物の構築作業を行なうと、作業員による円
滑な作業が困難となり、結果として事故発生頻度が高く
なる傾向にある。However, the conventional method for constructing an underground structure below the existing structure has the following problems. <a> In the excavation method, it is necessary to occupy a large work space on the ground exclusively, but especially in urban areas, existing structures, main roads, transportation facilities, etc. are often densely located on the ground, which makes it difficult to excavate. It is difficult to secure the necessary work range exclusively. <B> In the trench construction method and the Messel construction method, the ground may loosen during the excavation of the tunnel or until the temporary support of the existing structure.
Subsidence or deformation may occur in the surrounding ground. For this reason,
Construction of sufficient support work is required for excavation of the tunnel, construction cost will rise and construction period will be long. <C> Furthermore, the guideway is very narrow, and if construction work for piles and new structures is carried out in this, it will be difficult for workers to work smoothly, and as a result, the frequency of accidents will tend to increase. is there.
【０００４】[0004]
【発明の目的】本発明は上記したような従来の問題を解
決するためになされたもので、構築に際して広大な地上
空間を専有使用することのない山留め壁及び地下構造物
の構築方法を提供することを目的とする。また、本発明
は、有効に土圧に対抗できる構造とすることで支保工を
低減できる山留め壁を提供することを目的とする。ま
た、本発明は、既設構造物を支持すると共に土圧に対抗
する土留め壁及び地下構造物の構築方法を提供すること
を目的とする。更に、本発明は、既設構造物内より構築
できる山留め壁及び地下構造物の構築方法を提供するこ
とを目的とする。その上、本発明は、地下構造物の構築
作業に必要な作業空間を充分に確保できる山留め壁及び
地下構造物の構築方法を提供することを目的とする。本
発明は、これらの目的の少なくとも一つを達成するもの
である。SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned conventional problems, and provides a method of constructing a mountain retaining wall and an underground structure which does not exclusively use a vast ground space in construction. The purpose is to Another object of the present invention is to provide a mountain retaining wall that can reduce supporting work by having a structure that can effectively counter earth pressure. Another object of the present invention is to provide a method of constructing an earth retaining wall and an underground structure that supports an existing structure and resists earth pressure. A further object of the present invention is to provide a retaining wall and a method for constructing an underground structure that can be constructed from within an existing structure. Another object of the present invention is to provide a mountain retaining wall and a method for constructing an underground structure, which can sufficiently secure a working space necessary for constructing an underground structure. The present invention achieves at least one of these objectives.
【０００５】[0005]
【課題を解決するための手段】上記のような目的を達成
するために、本発明の山留め壁は、開削した地山を支持
する山留め壁であって、前記山留め壁は、その底部に向
かって拡幅する形状を呈することを特徴とするものであ
る。ここで、「底部に向かって拡幅する形状」とは、山
留め壁の上部より下方に向かって拡幅する、即ち、下方
に向かって厚みが大きくなる略台形状のものを指す。こ
の略台形状は、山留め部の単一断面が略台形状を呈する
ものでもよいし、例えば鉛直方向の山留め部と、傾め方
向に延設する山留め部との組み合わせにより、組み合わ
せた投影断面が略台形状の形状を呈するものでもよい。In order to achieve the above-mentioned object, the earth retaining wall of the present invention is a earth retaining wall that supports excavated natural ground, and the earth retaining wall faces toward the bottom thereof. It is characterized by exhibiting a widening shape. Here, the “shape that widens toward the bottom” refers to a substantially trapezoidal shape that widens downward from the upper portion of the mountain retaining wall, that is, the thickness increases downward. The substantially trapezoidal shape may be one in which a single cross section of the mountain retaining portion exhibits a substantially trapezoidal shape, and for example, a combination of a mountain retaining portion in the vertical direction and a mountain retaining portion extending in the tilt direction provides a combined projected cross section. It may have a substantially trapezoidal shape.
【０００６】また、本発明の山留め壁は、前述した山留
め壁が、開削した地山の掘削底より１．０ｍから（掘削
高÷２1／２）ｍ以内の範囲の深さを有する根入れ部を
備えることを特徴とするものである。ここで、「掘削
高」とは、山留め壁により保護する空間の高さを指す。Further, the earth retaining wall of the present invention is one in which the earth retaining wall described above has a depth within a range of 1.0 m to (excavation height / 2 1/2 ) m from the excavated bottom of the excavated ground. It is characterized by including a part. Here, the "digging height" refers to the height of the space protected by the retaining wall.
【０００７】また、本発明の山留め壁は、前述した山留
め壁が、地山を改良した地盤改良部であることを特徴と
するものである。ここで、「地盤改良部」とは、例えば
ボーリング機械やオーガ攪拌機等を用い、現場土砂に薬
液を混入・混練して固化したもの、或いはジェット攪拌
置換工法等、この他公知の地盤改良工法によるものを指
す。Further, the earth retaining wall of the present invention is characterized in that the aforementioned earth retaining wall is a ground improvement portion in which the ground is improved. Here, the "soil improvement section" is, for example, a boring machine or an auger stirrer, which is mixed and kneaded with a chemical solution in the site earth and sand to be solidified, or a jet agitation replacement method, etc. Refers to something.
【０００８】更に、本発明の山留め壁は、前述したいず
れかの山留め壁が、既設構造物の下方に配置し、該既設
構造物を支持すると共に既設構造物の下方範囲を山留め
することを特徴とするものである。ここで、「既設構造
物」は、地上に構築した構造物でもよいし、地下に構築
した構造物でもよい。Further, the mountain retaining wall of the present invention is characterized in that any one of the mountain retaining walls described above is arranged below the existing structure, supports the existing structure and retains the lower range of the existing structure. It is what Here, the “existing structure” may be a structure constructed on the ground or a structure constructed underground.
【０００９】本発明の地下構造物の構築方法は、既設構
造物の下方に新設地下構造物を構築する方法であって、
前記既設構造物の直下であり、且つ新設地下構造物の構
築予定範囲の側部外周部分に、該既設構造物を支持する
前述した山留め壁を構築し、前記山留め壁間に位置する
新設地下構造物の構築予定範囲を掘削し、掘削した前記
山留め壁間に新設地下構造物を構築することを特徴とす
るものである。The method of constructing an underground structure of the present invention is a method of constructing a new underground structure below an existing structure,
Immediately below the existing structure, the above-mentioned mountain retaining wall that supports the existing structure is constructed on the side peripheral portion of the planned construction range of the new underground structure, and the new underground structure is located between the mountain retaining walls. It is characterized in that a planned construction range of an object is excavated and a new underground structure is constructed between the excavated mountain retaining walls.
【００１０】[0010]
【発明の実施の形態】以下、図１〜４を参照しながら本
発明の実施の形態について説明する。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to FIGS.
【００１１】本例は、例えば地下鉄駅舎のように地下に
構築した既設構造物の直下に新設の地下構造物を構築す
る際に、既設構造物の下方へ構築する山留め壁の一例に
ついて説明する。山留め壁１は、既設構造物２の底部２
１より下方に位置し、図１においては、鉛直方向に形成
した鉛直円柱１０と斜め外方へ延設した傾斜円柱１１と
を交互に連続して配置し、これにより双方の円柱１０，
１１を組み合わせた投影断面が略台形状となるように構
成する一例について示している。山留め壁１は、その上
面を既設構造物２の底部２１に接面して支持し、既設構
造物２の沈下を防止する機能を発揮する。なお、既設構
造物２の沈下を防止すると共に、既設構造物２の下方を
山留めし、且つ止水できるのであれば、山留め壁１を構
成する鉛直円柱１０及び傾斜円柱１１は、円柱に限らず
断面が多角形状の柱体を採用してもよい。In this example, an example of a mountain retaining wall which is constructed below an existing structure when a new underground structure is constructed immediately below an existing structure constructed underground such as a subway station building will be described. The mountain retaining wall 1 is the bottom portion 2 of the existing structure 2.
In FIG. 1, a vertical cylinder 10 formed in a vertical direction and a slanted cylinder 11 extending obliquely outward are alternately and continuously arranged below the first cylinder 1, so that both cylinders 10,
An example is shown in which the projection cross section in which 11 are combined is configured to have a substantially trapezoidal shape. The mountain retaining wall 1 has an upper surface in contact with and supports the bottom portion 21 of the existing structure 2, and exhibits a function of preventing the existing structure 2 from sinking. The vertical cylinder 10 and the inclined cylinder 11 forming the mountain retaining wall 1 are not limited to cylinders as long as the existing structure 2 can be prevented from sinking and the lower part of the existing structure 2 can be mountain-clamped and water can be stopped. A columnar body having a polygonal cross section may be adopted.
【００１２】本例の山留め壁１の構築は、既設構造物２
の構内からの施工が可能である。山留め壁１は、例えば
既設構造物２の隅部より下方に導孔を開設し、ここから
ボーリング機械（図示せず）やオーガ攪拌機３等を用
い、現場土砂にセメントやモルタル等の薬液を混入・混
練して固化して地盤改良したもの、或いはジェット攪拌
置換工法やこの他の公知の地盤改良工法により地盤改良
したものを指す。また、地盤改良時に、薬液と共に例え
ば合成樹脂等からなる短繊維材等の補強材（図示せず）
を混合して山留め壁の強度を補足してもよい。また、山
留め壁１は、鉛直円柱１０と傾斜円柱１１とを組み合わ
せて成る投影断面を下方に拡幅する略台形状としたこと
で擬似擁壁として機能し、且つ既設構造物２から荷重を
受けて圧縮状態となることで、単体としての安定度が向
上すると共に、山留め機能が向上する。これにより、本
発明のように山留め壁１，１間に新設地下構造物４を構
築する際に、従来必要としていた支保工と比較して、よ
り簡略な支保工でも山留め壁１，１間を充分に支持する
ことが可能となる。The construction of the mountain retaining wall 1 of this example is carried out by using the existing structure 2
It can be installed from the premises. In the mountain retaining wall 1, for example, a guide hole is formed below the corner of the existing structure 2, and a boring machine (not shown) or an auger stirrer 3 is used to mix a chemical solution such as cement or mortar into the site earth and sand. -Refers to the ground improved by kneading and solidification, or the ground improved by the jet agitation displacement method or other known ground improving methods. In addition, at the time of ground improvement, a reinforcing material (not shown) such as a short fiber material made of, for example, a synthetic resin together with a chemical
May be mixed to supplement the strength of the retaining wall. Further, the mountain retaining wall 1 functions as a pseudo retaining wall by having a substantially trapezoidal shape in which the projected cross section formed by combining the vertical cylinder 10 and the inclined cylinder 11 is widened downward, and receives a load from the existing structure 2. By being in the compressed state, the stability as a single body is improved and the mountain retaining function is improved. As a result, when constructing the new underground structure 4 between the mountain retaining walls 1 and 1 as in the present invention, as compared with the traditionally required supporting work, the space between the mountain retaining walls 1 and 1 can be reduced even by a simpler supporting work. It becomes possible to support sufficiently.
【００１３】山留め壁１は、止水性に考慮して、新設地
下構造物４の底部位置よりも１．０ｍから（掘削高÷２
1／２）ｍ以内の範囲の深さを有する根入れ部１２を有
するだけの高さを必要とする。この際、「掘削高」とは
既設構造物２の底部から新設地下構造物４の底部までの
高さを指し、本例では、新設構造物４の高さとなってい
る。The mountain retaining wall 1 is 1.0 m (excavation height / 2) from the bottom position of the new underground structure 4 in consideration of water stoppage.
It is necessary to have a height enough to have the rooting portion 12 having a depth within the range of 1/2 ) m. At this time, the “digging height” refers to the height from the bottom of the existing structure 2 to the bottom of the new underground structure 4, and is the height of the new structure 4 in this example.
【００１４】なお、山留め壁１は、本例のように鉛直方
向の鉛直円柱１０と斜め外方へ延設した傾斜円柱１１と
を連続して組み合わせることにより略台形状の投影断面
を得ているが、これに限らず、個々の円柱を断面略台形
状とし、これらを一連に組み合わせた断面略台形状の山
留め壁を構築してもよい。また、山留め壁１の構築は、
前述の通り既設構造物２の構内より行なうことが可能で
あるが、これに限らず地上からの構築も可能である。こ
の場合には、前述した地盤改良手段であるボーリング作
業等を行なうだけの小さな専有空間を地上に確保できれ
ばよく、従来の開削工法のような広い専有空間を地上に
必要としない。さらに、本発明の山留め壁１は、既設構
造物２が上方に位置しない場合でも、当然構築できる。The mountain retaining wall 1 has a substantially trapezoidal projected cross section obtained by continuously combining a vertical column 10 in the vertical direction and an inclined column 11 extending obliquely outward as in this example. However, the present invention is not limited to this, and each of the cylinders may have a substantially trapezoidal cross section, and these may be combined in series to construct a mountain retaining wall having a substantially trapezoidal cross section. In addition, the construction of the mountain retaining wall 1 is
As described above, the construction can be performed from the premises of the existing structure 2, but the construction is not limited to this and construction from the ground is also possible. In this case, it suffices to secure a small private space on the ground for performing the boring work, which is the ground improvement means described above, and does not require a wide private space on the ground unlike the conventional excavation method. Further, the mountain retaining wall 1 of the present invention can be naturally constructed even when the existing structure 2 is not located above.
【００１５】続いて、本実施の形態の山留め壁１を使用
した地下構造物４の構築方法について説明する。Next, a method of constructing an underground structure 4 using the mountain retaining wall 1 of this embodiment will be described.
【００１６】＜イ＞山留め壁の構築（図２（ａ），
（ｂ）参照）
本例においては、地下鉄駅舎の直下に新設地下構造物４
を構築する一例について説明する。図２（ａ）に示すよ
うに、地下鉄駅舎である既設構造物２の直下に隣接する
ように仮想線で示す新設地下構造物４を最終的に構築す
る。このため、先ず、図２（ｂ）に示すように、既設構
造物２の両側部の下方に、既設構造物２の進行方向に追
従する山留め壁１，１をそれぞれ構築する。山留め壁
１，１は、既設構造物２に開設した導孔から公知のボー
リング機械やオーガ攪拌機３等により現場土砂に薬液を
混合し、混練して固めることで、既設構造物２内から構
築できる。本例の山留め壁１は、鉛直方向に構築する鉛
直円柱１０と、既設構造物２より斜め外方へ延設する傾
斜円柱１１とを交互に組み合わせて連続した壁体を構築
して、図示したように組み合わせた外形が略台形状を得
ている。また、山留め壁１，１は、新設地下構造物４の
底部４１位置よりも、１．０ｍから（掘削高÷
２1／２）ｍ以内の範囲の深さを有する根入れ部１２，
１２を設ける長さとする。この際、本例における「掘削
高」とは、新設地下構造物４の構築に必要な掘削高さを
指す。山留め壁１，１の間には、新設地下構造物４の構
築単位に合わせて、山留め壁１，１間を遮断する遮断壁
１３を薬液注入する等して構築する（図１を参照）。遮
断壁１３は、新設地下構造物４を延長して構築する場合
に取り壊すことになるので、掘削し易い材料で構築する
のが好ましい。山留め壁１，１と山留め壁１，１間を遮
断する遮断壁１３によって、作業空間を囲繞し、作業範
囲を止水する。<B> Construction of mountain retaining wall (Fig. 2 (a),
(See (b)) In this example, a new underground structure 4 is provided directly under the subway station building.
An example of constructing will be described. As shown in FIG. 2A, a new underground structure 4 indicated by a virtual line is finally constructed so as to be immediately below and adjacent to the existing structure 2 which is a subway station building. For this reason, first, as shown in FIG. 2B, the mountain retaining walls 1 and 1 that follow the traveling direction of the existing structure 2 are respectively formed below both sides of the existing structure 2. The mountain retaining walls 1 and 1 can be constructed from within the existing structure 2 by mixing a chemical solution into the on-site earth and sand by a well-known boring machine, an auger stirrer 3 or the like from a guide hole formed in the existing structure 2, and kneading and solidifying the mixture. . The mountain retaining wall 1 of the present example is illustrated by constructing a continuous wall body by alternately combining a vertical cylinder 10 constructed in the vertical direction and an inclined cylinder 11 extending obliquely outward from the existing structure 2. The outer shape combined in this way has a substantially trapezoidal shape. In addition, the mountain retaining walls 1, 1 are 1.0 m (digging height ÷
A rooting part 12 having a depth within 2 1/2 ) m,
The length is set to 12. At this time, the “digging height” in this example refers to the digging height required to construct the new underground structure 4. A blocking wall 13 for blocking between the mountain retaining walls 1 and 1 is constructed between the mountain retaining walls 1 and 1 in accordance with the construction unit of the new underground structure 4 (see FIG. 1). Since the blocking wall 13 is to be demolished when the new underground structure 4 is extended and constructed, it is preferable to construct it with a material that is easy to excavate. The work space is surrounded by the blocking wall 13 for blocking the mountain retaining walls 1 and 1 and the mountain retaining walls 1 and 1, and the working range is stopped.
【００１７】＜ロ＞既設構造物の下方掘削（図３
（ａ），（ｂ）、図４（ａ）参照）
前述したように既設構造物２の両側部の下方に山留め壁
１，１を構築した後に、山留め壁１，１間の地山掘削を
行なう。図３（ａ）に示すように、山留め壁１，１間の
地山掘削に先行して既設構造物２の下方に先行導坑５を
所定数掘削する（本例では３条の先行導坑５を掘削）。
先行導坑５は、例えば公知のトレンチ工法のように掘削
範囲に複数のガイドポスト５１を配設し、このガイドポ
スト５１間に矢板（図示せず）を配置して周囲地山を土
留めしながら掘り進んで行なう等の方法により掘削でき
る。そして、各先行導坑５の内部からの施工により支持
杭５２を打設する。先行導坑５及び支持杭５２は、例え
ば以下の順番で構築する。先ず、図３（ａ）に示す中央
の先行導坑５ａを掘削し、掘削後の先行導坑５ａ内から
支持杭５２ａを打設する。打設した支持杭５２ａの頭部
は、例えば仮受溝型鋼（図示せず）を介して既設構造物
２を仮受けする。続いて、中央の先行導坑５ａの両側に
位置する先行導坑５ｂ，５ｃを掘削し、掘削後の先行導
坑５ｂ，５ｃ内から支持杭５２ｂ，５２ｃをそれぞれ打
設する。打設した各支持杭５２ｂ，５２ｃの頭部は、中
央部と同様に例えば仮受溝型鋼（図示せず）を介して既
設構造物２を仮受けする。なお、各支持杭５２は、山留
め壁１の底部よりも根入れするように配設する。<B> Downward excavation of the existing structure (Fig. 3
(A), (b), refer to FIG. 4 (a)) As described above, after constructing the earth retaining walls 1, 1 below both sides of the existing structure 2, excavation of the earth between the earth retaining walls 1, 1 is performed. To do. As shown in FIG. 3 (a), a predetermined number of leading shafts 5 are excavated below the existing structure 2 prior to the ground excavation between the mountain retaining walls 1 and 1 (in this example, three leading shafts). Drilling 5).
The leading shaft 5 is provided with a plurality of guide posts 51 in an excavation range, for example, as in a known trench construction method, and a sheet pile (not shown) is arranged between the guide posts 51 to earth-mount the surrounding ground. It can be excavated by a method such as digging. Then, the support pile 52 is driven by the construction from the inside of each leading shaft 5. The leading shaft 5 and the support pile 52 are constructed in the following order, for example. First, the central leading shaft 5a shown in FIG. 3A is excavated, and the support piles 52a are driven from inside the excavated leading shaft 5a. The head of the driven support pile 52a temporarily receives the existing structure 2 through, for example, temporary receiving groove type steel (not shown). Subsequently, the leading guide shafts 5b and 5c located on both sides of the central leading guide shaft 5a are excavated, and the support piles 52b and 52c are driven from inside the advanced guide shafts 5b and 5c after the excavation, respectively. The heads of the driven support piles 52b and 52c temporarily receive the existing structure 2 via, for example, temporary receiving groove type steel (not shown) similarly to the central portion. It should be noted that each of the support piles 52 is arranged so as to be deeper than the bottom of the mountain retaining wall 1.
【００１８】先行導坑５の掘削及び支持杭５２の打設に
続いて、各先行導坑５ａ，５ｂ，５ｃ間の掘削を行な
う。図３（ｂ）に示すように、各先行導坑５ａ，５ｂ，
５ｃ間は、先ず支保工６を構成する第一切梁６０を配設
できる程度まで掘削を行い、この第一切梁６０を山留め
壁１，１間に架け渡して支持する。そして、各支持杭５
２の頭部に介していた仮受溝型鋼（図示せず）に代え
て、それぞれ桁受用溝型鋼５３を連結する。各支持杭５
２の桁受用溝型鋼５３上に下受桁６１を載置し、この下
受桁６１を山留め壁１，１間に架け渡す。桁受用溝型鋼
５３上に載置した下受桁６１と既設構造物２との間に
は、下受用ジャッキ６２をそれぞれ配設し、これら各下
受用ジャッキ６２を伸長することで、下受桁６１を介し
て各支持杭５２が既設構造物２を支持する。Following the excavation of the leading shaft 5 and the driving of the support pile 52, the excavation between the leading shafts 5a, 5b and 5c is performed. As shown in FIG. 3 (b), each leading tunnel 5a, 5b,
Between 5c, first, excavation is carried out to the extent that the first beam 60 forming the support 6 can be arranged, and the first beam 60 is bridged between the mountain retaining walls 1 and 1 to be supported. And each support pile 5
Instead of the temporary receiving groove type steel (not shown) that was interposed in the head of 2, the girder receiving groove type steel 53 is connected. Each support pile 5
The lower receiving girder 61 is placed on the girder receiving grooved steel 53 of No. 2, and the lower receiving girder 61 is bridged between the mountain retaining walls 1, 1. Between the lower receiving girder 61 placed on the girder receiving groove type steel 53 and the existing structure 2, the lower receiving girders 62 are arranged, and the lower receiving girders 62 are extended to extend the lower receiving girders. Each support pile 52 supports the existing structure 2 via 61.
【００１９】図４（ａ）に示すように、新設地下構造物
４の底部４１位置まで地山掘削を進行する。この際、必
要な位置に切梁を追加するが、本例では第二切梁６３を
設けて山留め壁１，１間を支持している。As shown in FIG. 4 (a), rock excavation is advanced to the position of the bottom portion 41 of the new underground structure 4. At this time, a truss is added at a necessary position, but in this example, a second truss 63 is provided to support between the mountain retaining walls 1, 1.
【００２０】なお、地山を掘削する範囲には、山留め壁
１，１及び遮断壁１３（図１を参照）を構築することに
より止水を施してはいるが、現場の地下水位によって
は、以下のような公知の止水作業を必要とする場合もあ
る。地盤の地下水位を、地下側からウェルや水平ボーリ
ング、トンネル等で排水・低下し、掘削範囲をドライ状
態とする。また、既設構造物２で囲まれた内部に圧気を
かけることで、周辺の地下水位を低下させ、掘削範囲の
止水を図る。Although water is stopped by constructing the mountain retaining walls 1 and 1 and the blocking wall 13 (see FIG. 1) in the area where the ground is excavated, depending on the groundwater level at the site, The following publicly known water stop work may be required in some cases. The groundwater level of the ground will be drained and lowered from the underground side by wells, horizontal boring, tunnels, etc., and the excavation area will be in a dry state. Further, by applying pressure to the inside surrounded by the existing structure 2, the groundwater level around the existing structure 2 is lowered to stop the water in the excavation range.
【００２１】＜ハ＞新設地下構造物の躯体構築（図４
（ｂ）参照）
図４（ｂ）に示すように、山留め壁１，１と支持杭５２
群で支持した既設構造物２の直下に新設地下構造物４の
躯体を構築する。新設地下構造物４の構築は、先ず掘削
した地山面に基礎コンクリートを打設した後に、高流動
化コンクリート等を流し込んで行なう公知の構造物構築
工法を採用できる。掘削した構内に配設した支保工６を
構成する各部は、コンクリートの打設時或いは硬化した
コンクリートに充分な強度が発生した時に撤去を行う。<C> Construction of the skeleton of the new underground structure (Fig. 4
(Refer to (b)) As shown in FIG.4 (b), the mountain retaining wall 1,1 and the support pile 52 are shown.
The skeleton of the new underground structure 4 is constructed immediately below the existing structure 2 supported by the group. For the construction of the new underground structure 4, a publicly known structure construction method can be adopted, in which first, foundation concrete is placed on the excavated ground surface, and then highly fluidized concrete or the like is poured. Each part constituting the support work 6 arranged in the excavated premises is removed when the concrete is poured or when the hardened concrete has sufficient strength.
【００２２】[0022]
【発明の効果】本発明の山留め壁及び地下構造物の構築
方法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＞ 開削工法においては必須であった、地上に専有
確保する広い作業空間（開削空間）を大幅に削減又は無
くすことができる。従って、既設構造物や幹線道路等の
多い都市部において、既設構造物に影響されず、且つ交
通機関等の邪魔にもならない好適な地下構造物の構築方
法が得られる。
＜ロ＞ 本発明の山留め壁は、下方に向かって拡幅する
断面略台形状を呈し、且つ既設構造物を支持しながら山
留め機能を発揮するから、高い土圧抵抗力を発揮でき
る。これにより、新設地下構造物の構築範囲においてト
レンチ或いはメッセル工法等のような掘削を行なって
も、掘削した地山の仮支持までに地盤が緩み、周囲地盤
に沈下や変形が生じることがない。また、使用する支保
工も従来の山留め壁を使用する場合と比較して、簡略し
た支保工にできる。これにより、支保工の費用を削減で
きると共に、施工期間を短縮できる。
＜ハ＞ 断面略台形状の山留め壁を使用することによ
り、新設地下構造物の構築に際し、従来の導坑と比較し
て支持杭の打設等の作業を狭隘な空間で行なう必要がな
く、充分な作業空間を確保して行なえるから、導坑内に
おける事故発生頻度が低下する。The construction method of the earth retaining wall and the underground structure of the present invention is as described above, so that the following effects can be obtained. <B> It is possible to significantly reduce or eliminate a large work space (excavation space), which is indispensable in the excavation method and is exclusively secured on the ground. Therefore, in an urban area where there are many existing structures and main roads, it is possible to obtain a suitable method for constructing an underground structure that is not affected by the existing structures and does not interfere with transportation facilities. <B> Since the mountain retaining wall of the present invention has a substantially trapezoidal cross section that widens downward, and exhibits a mountain retaining function while supporting an existing structure, a high earth pressure resistance can be exhibited. As a result, even if excavation such as a trench or Messel method is performed in the construction range of a new underground structure, the ground will not loosen before the excavated ground is temporarily supported, and the surrounding ground will not sink or deform. Further, the supporting work used can be simplified as compared with the case of using the conventional mountain retaining wall. As a result, the cost of supporting work can be reduced and the construction period can be shortened. <C> By using a mountain retaining wall with a substantially trapezoidal cross section, when constructing a new underground structure, it is not necessary to perform work such as placing support piles in a narrow space, compared to conventional tunnels. Since sufficient work space can be secured, the frequency of accidents in the tunnel will decrease.
【図１】 本発明の実施の形態に係わる山留め壁及び新
設した地下構造物の説明図FIG. 1 is an explanatory view of a mountain retaining wall and a new underground structure according to an embodiment of the present invention.
【図２】 （ａ）既設構造物の直下への新設地下構造物
の構築位置関係の説明図，（ｂ）山留め壁の構築時の説
明図FIG. 2 (a) is an explanatory diagram of a construction positional relationship of a new underground structure directly below an existing structure, and (b) is an explanatory diagram when a mountain retaining wall is constructed.
【図３】 （ａ）先行導坑を掘削した後に支持杭を打設
した状態の説明図，（ｂ）先行導坑間の掘削及び既設構
造物の下方への掘削状態の説明図FIG. 3 (a) is an explanatory view of a state in which a support pile is driven after excavating a leading shaft, and (b) is an explanatory diagram of a state of excavation between leading shafts and a state of excavating an existing structure below.
【図４】 （ａ）既設構造物の下方の掘削及び支保工を
完了した状態の説明図，（ｂ）既設構造物の直下に構築
する新設地下構造物の説明図[FIG. 4] (a) Explanatory drawing of a state in which excavation and support work below the existing structure has been completed, and (b) Explanatory drawing of a new underground structure constructed immediately below the existing structure.
１ ・・・山留め壁 １０・・・鉛直円柱 １１・・・傾斜円柱 ２ ・・・既設構造物 1 ... Mountain retaining wall 10 ... Vertical cylinder 11 ... Inclined cylinder 2 ... Existing structure
───────────────────────────────────────────────────── フロントページの続き (72)発明者 永井勉 東京都新宿区西新宿一丁目25番１号 大成 建設株式会社内 Ｆターム(参考） 2D047 AA01 2D049 EA02 EA08 GB06 GC11 ─────────────────────────────────────────────────── ─── Continued front page (72) Inventor Tsutomu Nagai 1-25-1 Nishi-Shinjuku, Shinjuku-ku, Tokyo Taisei Construction Co., Ltd. F-term (reference) 2D047 AA01 2D049 EA02 EA08 GB06 GC11
Claims (5)
て、 前記山留め壁は、その底部に向かって拡幅する形状を呈
することを特徴とする、 山留め壁。1. A mountain retaining wall for supporting excavated natural ground, wherein the mountain retaining wall has a shape that widens toward the bottom thereof.
山留め壁は、開削した地山の掘削底より１．０ｍから
（掘削高÷２1／２）ｍ以内の範囲の深さを有する根入
れ部を備えることを特徴とする、山留め壁。2. The earth retaining wall according to claim 1, wherein the earth retaining wall has a depth within a range of 1.0 m to (excavation height ÷ 2 1/2 ) m from an excavated bottom of the excavated ground. A mountain retaining wall characterized by having a rooting part.
て、前記山留め壁は、地山を改良した地盤改良部である
ことを特徴とする、山留め壁。3. The earth retaining wall according to claim 1 or 2, wherein the earth retaining wall is a ground improvement portion in which the ground is improved.
壁において、前記山留め壁は、既設構造物の下方に配置
し、該既設構造物を支持すると共に既設構造物の下方範
囲を山留めすることを特徴とする、山留め壁。4. The mountain retaining wall according to claim 1, wherein the mountain retaining wall is disposed below the existing structure, supports the existing structure, and retains the lower range of the existing structure. A mountain retaining wall that is characterized by
する方法であって、 前記既設構造物の直下であり、且つ新設地下構造物の構
築予定範囲の側部外周部分に、該既設構造物を支持する
請求項４に記載の山留め壁を構築し、 前記山留め壁間に位置する新設地下構造物の構築予定範
囲を掘削し、 掘削した前記山留め壁間に新設地下構造物を構築するこ
とを特徴とする、地下構造物の構築方法。5. A method for constructing a new underground structure below an existing structure, wherein the existing underground structure is directly under the existing structure, and the existing underground structure is provided on a side outer peripheral portion of a planned construction range of the existing underground structure. The mountain retaining wall according to claim 4, which supports a structure, is constructed, a planned construction range of a new underground structure located between the mountain retaining walls is excavated, and a new underground structure is constructed between the excavated mountain retaining walls. A method for constructing an underground structure, which is characterized in that
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|---|---|---|---|
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002108003A JP3948655B2 (en) | 2002-04-10 | 2002-04-10 | Construction method of retaining wall and underground structure |
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| JP3948655B2 JP3948655B2 (en) | 2007-07-25 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007278042A (en) * | 2006-04-12 | 2007-10-25 | Hazama Corp | Reinforcement structure of dam body |
| JP2012219540A (en) * | 2011-04-11 | 2012-11-12 | Takenaka Komuten Co Ltd | Fiber incorporated improvement body |
| JP2016079567A (en) * | 2014-10-10 | 2016-05-16 | 株式会社竹中工務店 | Rebuilding method of structure |
| JP2017115503A (en) * | 2015-12-25 | 2017-06-29 | 株式会社竹中工務店 | Construction method of earth retainer wall and earth retainer wall |
| JP2019210711A (en) * | 2018-06-05 | 2019-12-12 | 鹿島建設株式会社 | Method for reinforcing existing structure in ground |
| JP2021161711A (en) * | 2020-03-31 | 2021-10-11 | 鹿島建設株式会社 | Construction method of underground structure |
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2002
- 2002-04-10 JP JP2002108003A patent/JP3948655B2/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007278042A (en) * | 2006-04-12 | 2007-10-25 | Hazama Corp | Reinforcement structure of dam body |
| JP2012219540A (en) * | 2011-04-11 | 2012-11-12 | Takenaka Komuten Co Ltd | Fiber incorporated improvement body |
| JP2016079567A (en) * | 2014-10-10 | 2016-05-16 | 株式会社竹中工務店 | Rebuilding method of structure |
| JP2017115503A (en) * | 2015-12-25 | 2017-06-29 | 株式会社竹中工務店 | Construction method of earth retainer wall and earth retainer wall |
| JP2019210711A (en) * | 2018-06-05 | 2019-12-12 | 鹿島建設株式会社 | Method for reinforcing existing structure in ground |
| JP6993293B2 (en) | 2018-06-05 | 2022-01-13 | 鹿島建設株式会社 | How to reinforce existing structures in the ground |
| JP2021161711A (en) * | 2020-03-31 | 2021-10-11 | 鹿島建設株式会社 | Construction method of underground structure |
| JP7311456B2 (en) | 2020-03-31 | 2023-07-19 | 鹿島建設株式会社 | Construction method of underground structure |
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| Publication number | Publication date |
|---|---|
| JP3948655B2 (en) | 2007-07-25 |
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