JP2955892B2 - Ground reinforcement method - Google Patents
Ground reinforcement methodInfo
- Publication number
- JP2955892B2 JP2955892B2 JP14928291A JP14928291A JP2955892B2 JP 2955892 B2 JP2955892 B2 JP 2955892B2 JP 14928291 A JP14928291 A JP 14928291A JP 14928291 A JP14928291 A JP 14928291A JP 2955892 B2 JP2955892 B2 JP 2955892B2
- Authority
- JP
- Japan
- Prior art keywords
- ground
- pipe
- underground structure
- excavation
- tunnel
- 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 - Lifetime
Links
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Description
【０００１】[0001]
【産業上の利用分野】本発明はトンネル等の地下構造物
を構築するための地山補強工法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a ground reinforcement method for constructing an underground structure such as a tunnel.
【０００２】[0002]
【従来の技術】地上既設構造物の直下にトンネル等の各
種地下構造物を新設したり、或いは既設の地下構造物を
拡張する場合、地上部の影響を最も配慮しなければなら
ない。掘削周辺地山の崩落を回避するために従来は、薬
液注入工法やパイプルーフ工法を単独で或いは併用して
いる。薬液注入工法は、掘削予定部の周囲にセメント系
の注入剤を注入して地盤を改良する方法で、主に砂質層
の場合に採用される。パイプルーフ工法は、掘削に先行
して掘削断面に沿ってパイプを相互に連続性を持たせて
打ち込み、断面形状に合ったルーフを形成し、掘削に伴
いルーフを直接支保工で支承して、地山の緩みを防止す
る方法である。2. Description of the Related Art When newly constructing various underground structures such as tunnels directly under existing structures above the ground or expanding existing underground structures, the influence of the above ground must be considered most. Conventionally, a chemical solution injection method and a pipe roof method have been used alone or in combination to avoid collapse of the ground around the excavation. The chemical injection method is a method of improving the ground by injecting a cement-based injection agent around a portion to be excavated, and is mainly used for sandy layers. Pipe roof construction method is to pour pipes along the excavation section with continuity prior to excavation and form a roof that matches the cross-sectional shape, and directly support the roof with shoring along with excavation, This is a method to prevent loosening of the ground.
【０００３】[0003]
【本発明が解決しようとする問題点】前記した従来の地
山の安定化工法には、次のような問題点がある。 ＜イ＞ 薬液注入工法にあっては、改良地盤が粘性土で
あると薬液の浸透が期待できず、地質条件により工法の
採用が制限を受ける。また、一般的な砂質層の場合、１
立方メートル当たり０．３から０．４立方メートルもの
多量の薬液を注入しており、施工コストの高騰化の問題
が指摘されている。 ＜ロ＞ パイプルーフ工法の場合、パイプの剛性で土圧
を支持する方式であるからパイプの径が大径化する傾向
にある。そのため、大型の施工設備を必要とするだけで
なく、施工に大きな空間も必要となる。その結果、地上
の構造物と構築予定の地下構造物の間の距離が狭小であ
る現場では、工法の採用を見合わせなければならない場
合もある。[Problems to be solved by the present invention] The above-mentioned conventional ground stabilization method has the following problems. <B> In the chemical solution injection method, if the improved ground is a viscous soil, the penetration of the chemical solution cannot be expected, and the adoption of the method is limited by geological conditions. In the case of a general sandy layer, 1
A large amount of chemical solution of 0.3 to 0.4 cubic meters per cubic meter is injected, and a problem of soaring construction cost has been pointed out. <B> In the case of the pipe roof construction method, the earth pressure is supported by the rigidity of the pipe, so the pipe diameter tends to increase. Therefore, not only large-sized construction equipment is required, but also a large space is required for construction. As a result, in a site where the distance between the above-ground structure and the underground structure to be constructed is narrow, it may be necessary to suspend the adoption of the construction method.
【０００４】[0004]
【本発明の目的】本発明は以上の点に鑑みて成されたも
ので、その目的とするところは、地質に制約を受けず、
効果的に地山の緩みを防止できる、地山の補強工法を提
供することにある。[Object of the present invention] The present invention has been made in view of the above points, and the object thereof is not restricted by geology,
It is an object of the present invention to provide a method for reinforcing a ground that can effectively prevent loosening of the ground.
【０００５】[0005]
【問題点を解決するための手段】本発明は、地盤を掘削
して地下構造物を構築する作業に先行して、構築予定の
地下構造物の周辺地盤を補強する工法において、構築予
定の地下構造物の周囲の地山に、複数のパイプ群を地下
構造物に沿わせ、且つ交差させて挿入して地山を補強
し、挿入パイプ群とこれらのパイプ群により締め付けら
れた地山による合成構造層を構築予定の地下構造物の周
囲に連続して形成したことを特徴とする。[ MEANS FOR SOLVING THE PROBLEMS] The present invention provides a method for excavating ground.
Prior to the work to build the underground structure, a method of reinforcing the ground around the underground structure to be constructed, and a plurality of pipe groups were placed underground around the underground structure to be built.
Along the structure, insert it crosswise to reinforce the ground, and continuously form a composite structure layer with the inserted pipe group and the ground tightened by these pipe groups around the underground structure to be built It is characterized by having been formed.
【０００６】[0006]
【実施例１】以下図面を参照しながら本発明について説
明する。Embodiment 1 The present invention will be described below with reference to the drawings.
【０００７】＜イ＞補強原理 図１に本発明にかかる地山の補強を図ったトンネルの縦
断面図を示す。本発明は図１に示すように、緩みが予想
されるトンネルＡの周囲の地山に、複数本のパイプ１を
トンネルＡ方向と平行に挿入することで地山の圧密を図
り、特に切羽の緩みを効果的に防止する。パイプルーフ
工法のパイプは剛構造のルーフを形成するために用いる
が、本発明ではパイプ１の剛性で地山を支持するのでは
なく、地山の緩みゾーンを留めるために多数のパイプ１
を設置するものである。<A> Reinforcement Principle FIG. 1 is a longitudinal sectional view of a tunnel for reinforcing the ground according to the present invention. In the present invention, as shown in FIG. 1, a plurality of pipes 1 are inserted into a ground around a tunnel A where slack is expected to be parallel to the direction of the tunnel A, thereby consolidating the ground. Effectively prevent loosening. Although the pipe of the pipe roof method is used to form a rigid roof, the present invention does not support the ground due to the rigidity of the pipe 1, but rather uses a large number of pipes 1 to hold the loose zone of the ground.
Is to be installed.
【０００８】＜ロ＞パイプ パイプ１はパイプルーフ工法に用いられるパイプと比較
して小径で良く、鋼管や鋼棒等を使用できる。またパイ
プ１は一定寸法の延長用パイプを溶接やねじ込みにより
延長しながら、公知の貫入装置や挿入装置を用いて地中
に挿入する。<B> Pipe The pipe 1 has a smaller diameter than a pipe used in the pipe roof method, and a steel pipe or a steel rod can be used. The pipe 1 is inserted into the ground using a known penetration device or insertion device while extending an extension pipe of a certain size by welding or screwing.
【０００９】[0009]
【作用】次にトンネルの施工方法について説明する。Next, the construction method of the tunnel will be described.
【００１０】＜イ＞地山の補強 掘削作業に先行して、立坑２内からトンネル構築方向に
沿って多数のパイプ１群を挿入して、トンネル構築予定
の周囲の地山を補強する。多数のパイプ１の挿入によ
り、地山はパイプ１の体積分だけ補強改良され、パイプ
１群と共に合成構造層Ｂを形成する。パイプ１はトンネ
ルの全長に亘り挿入するか、或いは次記する掘削作業と
並行して行う。<A> Reinforcement of the ground Before the excavation work, a large number of pipes 1 are inserted along the tunnel construction direction from inside the shaft 2 to reinforce the ground around the tunnel. By inserting a large number of pipes 1, the ground is reinforced and improved by the volume of the pipes 1, and forms a composite structural layer B together with the group of the pipes 1. The pipe 1 is inserted over the entire length of the tunnel, or is performed in parallel with the excavation operation described below.
【００１１】＜ロ＞掘削、覆工． つぎに図３に示すように立坑２内から合成構造層Ｂの内
側を掘削し、掘削直後の地山にトンネル躯体３を覆工し
てトンネルＡを延長していく。掘削作業は各種のシール
ドマシンを使用し、またトンネル躯体３はセグメントの
組み立てや場所打ちコンクリート等を採用する。<B> Excavation and lining. Next, as shown in FIG. 3, the inside of the composite structure layer B is excavated from inside the shaft 2, and the tunnel A is extended by lining the tunnel frame 3 on the ground immediately after the excavation. The excavation work uses various shield machines, and the tunnel frame 3 employs segment assembly or cast-in-place concrete.
【００１２】＜ハ＞切羽の緩みについて 一般にトンネル工事において掘削前面の切羽に、地山が
崩落する緩みゾーンが形成される。この緩みゾーンは地
山の強度が低い程大きくなり、これを放置して掘削を進
めると切羽が突然に崩壊して地盤沈下を誘発する危険が
ある。本発明では、掘削断面の周囲の地山に合成構造層
Ｂを形成したことにより、この緩みゾーンの高さを合成
構造層Ｂの内側におさめることができる。そのため、切
羽の安定を確保することができる。またパイプ１群に作
用する荷重について考察すれば、図３の上向きの矢印で
示すように既設のトンネル躯体３と切羽の前方地盤によ
り支持される。<C> Looseness of face In general, in tunnel construction, a loose zone in which the ground collapses is formed on the face in front of the excavation. This loose zone becomes larger as the strength of the ground becomes lower, and there is a risk that the cutting face will suddenly collapse and land subsidence will be caused if the excavation is advanced if left untreated. In the present invention, since the composite structure layer B is formed on the ground around the excavation section, the height of the loose zone can be set inside the composite structure layer B. Therefore, the stability of the face can be ensured. Considering the load acting on the group of pipes 1, it is supported by the existing tunnel frame 3 and the ground in front of the face as shown by the upward arrow in FIG.
【００１４】[0014]
【その他の実施例】前記実施例はすべてのパイプ１をト
ンネルの延長方向と平行に配置する場合について説明し
たが、図４に示すようにパイプ１を交差させて網目状に
設置しても良い。[Other Embodiments] In the above embodiment, all the pipes 1 are arranged in parallel with the extending direction of the tunnel. However, as shown in FIG. 4, the pipes 1 may be crossed and installed in a mesh. .
【００１５】[0015]
【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＞ 本発明は多数のパイプ群を地山に挿入して補強
を行い、地下構造物の構築予定周囲に地山とパイプによ
る合成構造層を形成することができる。これにより、切
羽の緩みゾーンを解消でき、切羽を安定させた状態で高
能率に掘削することができる。 ＜ロ＞ 本発明はパイプのみの強度で地盤を支持するの
ではなく、パイプの挿入により締め固めた地盤の強度で
支持する方式である。そのため、使用するパイプは小径
で済み、施工設備や施工空間が従来と比較して小さくて
済む。 ＜ハ＞ 地上の構造物と構築予定の地下構造物の間の距
離が狭小であっても、効果的に地山を補強して地下構造
物を施工することができる。 ＜ニ＞ 地質に制約を受けないで施工することができ
る。特に粘性土層の施工に最適である。Since the present invention has been described above,
The following effects can be obtained. <A> In the present invention, a large number of pipe groups are inserted into a ground to reinforce the ground, and a composite structural layer including the ground and the pipes can be formed around the planned underground structure. Thereby, the slack zone of the face can be eliminated, and the excavation can be performed with high efficiency while the face is stabilized. <B> The present invention is a method in which the ground is not supported by the strength of only the pipe, but is supported by the strength of the ground compacted by inserting the pipe. Therefore, the pipe to be used can be small in diameter, and the construction equipment and the construction space can be small as compared with the related art. <C> Even if the distance between the above-ground structure and the underground structure to be built is small, the underground structure can be constructed by effectively reinforcing the ground. <D> Construction can be performed without any restrictions on geology. Especially suitable for construction of clayey soil layer.
【図１】 本発明の地山補強法の断面斜視図FIG. 1 is a cross-sectional perspective view of a method of reinforcing a ground mountain according to the present invention.
【図２】 地山の補強時の断面説明図FIG. 2 is an explanatory cross-sectional view when reinforcing the ground.
【図３】 掘削時の断面説明図FIG. 3 is an explanatory cross-sectional view during excavation.
【図４】 パイプの他の設置例を示す平面図FIG. 4 is a plan view showing another example of installation of a pipe.
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平２−120500（ＪＰ，Ａ) 特公 昭45−40096（ＪＰ，Ｂ１) (58)調査した分野(Int.Cl.6，ＤＢ名) E21D 9/04 ──────────────────────────────────────────────────続 き Continuation of the front page (56) References JP-A-2-120500 (JP, A) JP-B-45-4096 (JP, B1) (58) Fields investigated (Int. Cl. 6 , DB name) E21D 9/04
Claims (1)
作業に先行して、構築予定の地下構造物の周辺地盤を補
強する工法において、 構築予定の地下構造物の周囲の地山に、複数のパイプ群
を地下構造物に沿わせ、且つ交差させて挿入して地山を
補強し、 挿入パイプ群とこれらのパイプ群により締め付けられた
地山による合成構造層を構築予定の地下構造物の周囲に
連続して形成したことを特徴とする、 地山補強工法。1. Excavating the ground and constructing an underground structure
Prior to the work, in the construction method to reinforce the ground around the underground structure to be built , a plurality of pipe groups were placed on the ground around the underground structure to be built.
Is inserted along the underground structure and crossed to reinforce the ground, and a composite structure layer consisting of the inserted pipe group and the ground tightened by these pipe groups is continuously formed around the underground structure to be constructed The ground reinforcement method, characterized by being formed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14928291A JP2955892B2 (en) | 1991-05-27 | 1991-05-27 | Ground reinforcement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14928291A JP2955892B2 (en) | 1991-05-27 | 1991-05-27 | Ground reinforcement method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH04347296A JPH04347296A (en) | 1992-12-02 |
| JP2955892B2 true JP2955892B2 (en) | 1999-10-04 |
Family
ID=15471796
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP14928291A Expired - Lifetime JP2955892B2 (en) | 1991-05-27 | 1991-05-27 | Ground reinforcement method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2955892B2 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5542531B2 (en) * | 2010-06-09 | 2014-07-09 | 東海旅客鉄道株式会社 | Ground improvement method and underpass method |
-
1991
- 1991-05-27 JP JP14928291A patent/JP2955892B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH04347296A (en) | 1992-12-02 |
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