JPS6117696A - Construction of underground head - Google Patents

Construction of underground head

Info

Publication number
JPS6117696A
JPS6117696A JP13789384A JP13789384A JPS6117696A JP S6117696 A JPS6117696 A JP S6117696A JP 13789384 A JP13789384 A JP 13789384A JP 13789384 A JP13789384 A JP 13789384A JP S6117696 A JPS6117696 A JP S6117696A
Authority
JP
Japan
Prior art keywords
underground
wall
concrete
construction
constructing
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
Application number
JP13789384A
Other languages
Japanese (ja)
Other versions
JPH0415878B2 (en
Inventor
和夫 佐々木
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Obayashi Gumi Ltd
Original Assignee
Obayashi Gumi Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Obayashi Gumi Ltd filed Critical Obayashi Gumi Ltd
Priority to JP13789384A priority Critical patent/JPS6117696A/en
Publication of JPS6117696A publication Critical patent/JPS6117696A/en
Publication of JPH0415878B2 publication Critical patent/JPH0415878B2/ja
Granted legal-status Critical Current

Links

Landscapes

  • Excavating Of Shafts Or Tunnels (AREA)

Abstract

(57)【要約】本公報は電子出願前の出願データであるた
め要約のデータは記録されません。
(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

【発明の詳細な説明】 (産業上の利用分野) この発明は、トンネルなどの地下坑道の構築工法に関し
、特に都市部などに構築される地下鉄用の地下坑道、共
同溝などの構築に適した地中壁を用いた地下坑道の構築
工法に関する。
[Detailed Description of the Invention] (Industrial Application Field) The present invention relates to a construction method for underground shafts such as tunnels, and is particularly suitable for constructing underground shafts for subways, public ditches, etc. constructed in urban areas. Concerning construction methods for underground tunnels using underground walls.

(従来技術と問題点) 地下坑道の構築工法としては、比較的浅い個所では地表
からの開削工法、深い個所ではシールド工法が一般的に
採用されており、それぞれ次のような問題がある。
(Prior art and problems) Generally speaking, the method of constructing underground tunnels is the cut-and-cover method from the ground surface for relatively shallow locations, and the shield method for deeper locations, each of which has the following problems.

まず、開削工法は、地上から全ての工事を行なうため、
例えば道路下に地下坑道を構築する際には、概略覆工、
掘削、坑道構築、埋戻という工程を経て縦方向に施工が
行なわれる。
First of all, with the open cut method, all construction work is done from the ground.
For example, when constructing an underground tunnel under a road, general lining,
Construction will be carried out vertically through the processes of excavation, tunnel construction, and backfilling.

このため、施工期間中は長期に亘って地上を使用し、交
通や周辺に多大な迷惑を及ぼす。
For this reason, the above ground will be used for a long period of time during the construction period, causing a great deal of inconvenience to traffic and the surrounding area.

これに対し、シールド工法は、適宜個所に掘削した立坑
を基地として地下を横方向に施工するため、開削工法に
比べて地上の使用面積が小さく、交通や周辺に対する迷
感度合いは小さい。
On the other hand, the shield construction method uses vertical shafts excavated at appropriate locations as bases and constructs horizontally underground, so compared to the open-cut construction method, the area used above ground is smaller, and the degree of confusion about traffic and the surrounding area is lower.

しかしながら、準備期間が長くかかるとともに、設備も
高価となり、その上、殆ど地下で施工するために通常地
下水に対する補助工法を必要とし、経費が嵩むという欠
点がある。
However, it takes a long time to prepare, the equipment is expensive, and since the construction is mostly underground, it usually requires an auxiliary construction method for underground water, which increases costs.

ところで、最近の傾向として、都市近郊に構築される地
下坑道は、施工位置が深くなりつつあって、シールド工
法が主として用いられているが、施工費用の関係や地質
の状態などで開削工法によらざるを得ない場合も多く、
この場合にはかなり深い位置まで開削しなければならな
らい。
Incidentally, as a recent trend, underground tunnels being constructed in the suburbs of cities are being constructed deeper and deeper, and the shield method is mainly used. In many cases, we have no choice but to
In this case, it is necessary to excavate to a considerably deep position.

この開削による土砂の大半は再び埋戻すことになり、こ
のことにより開削工法の経済性が悪化するという問題も
生じている。
Most of the earth and sand created by this excavation has to be backfilled again, which poses the problem of deteriorating the economic efficiency of the open-cut construction method.

(発明の目的) この発明は上述した従来の問題点に鑑みてなされたもの
であって、施工期間中における地上の使用面積を小さく
して交通2周辺住民などへの迷惑を大幅に減少し、且つ
、止水のための補助工法を用いることなく地下坑道の構
築を可能にするとともに、経済的効果の大きい地下坑道
の構築工法を提供することにある。
(Purpose of the Invention) This invention has been made in view of the above-mentioned conventional problems, and it is possible to significantly reduce the inconvenience to residents in the vicinity of traffic 2 by reducing the area used on the ground during the construction period, Another object of the present invention is to provide a method for constructing an underground tunnel that enables construction of an underground tunnel without using an auxiliary construction method for water stoppage and is highly economically effective.

(発明の構成) 上記目的を達成するため、この発明は地下坑道の構築工
法において、構築する地下坑道と略同一幅を有する連続
地中壁を該坑道の側壁相当部分のみをコンクリート壁と
して形成する工程、前記地中壁間または適宜個所に立坑
を形成する工程、前記立坑から前記地中壁の長手方向に
沿って掘削し、順次アーチ状の支保工を前記コンクリー
ト壁の上端に係止して本坑を形成する工程からなるとを
特徴とする。
(Structure of the Invention) In order to achieve the above object, the present invention uses a method for constructing an underground tunnel, in which a continuous underground wall having approximately the same width as the underground tunnel to be constructed is formed with only a portion corresponding to the side wall of the tunnel as a concrete wall. step, forming a shaft between the underground walls or at an appropriate location, excavating from the shaft along the longitudinal direction of the underground wall, and sequentially locking arch-shaped supports to the upper end of the concrete wall; It is characterized by consisting of a process of forming a main shaft.

(実 施 例) 以下、この発明の好適な実施例について添附図面を参照
にして詳細に説明する。
(Embodiments) Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.

第1図から第3図は、この発明に係る地下坑道の構築工
法の一実施例を示すものである。
1 to 3 show an embodiment of the method for constructing an underground tunnel according to the present invention.

同図に示す構築工法では、まず、第1図に示すように、
構築する地下坑道と略同一幅を有し、且つ、両端が閉じ
た平面矩形状の連続地中壁10を形成する。
In the construction method shown in the figure, first, as shown in Figure 1,
A continuous underground wall 10 having substantially the same width as the underground tunnel to be constructed and having a planar rectangular shape with both ends closed is formed.

地中壁10の形成は、例えば泥水掘削工法によって行な
われ、掘削した縦溝の下端から所定の高さ、具体的には
構築する地下坑道の側壁部に相当する高さまでは、鉄筋
籠12を建込みコンクリートを打設してコンクリート1
14とし、その上方は自硬性安定液を注入してこれを硬
化させたスペシャルグラウト(S、G)壁16とする。
The underground wall 10 is formed by, for example, a mud excavation method, and the reinforcing bar cage 12 is placed at a predetermined height from the bottom end of the excavated vertical trench, specifically, to a height corresponding to the side wall of the underground tunnel to be constructed. Concrete 1 by pouring the construction concrete
14, and above it is a special grout (S, G) wall 16 in which a self-hardening stabilizing liquid is injected and hardened.

コンクリート壁14とS、G116との接合部分は、第
1図(C)に詳細を示すように施工することが好ましい
It is preferable that the joints between the concrete wall 14 and S and G 116 be constructed as shown in detail in FIG. 1(C).

すなわち、上記鉄筋簡12の上端に略断面が略S字形の
鋼板18を、その屈曲端部18aが、鉄筋籠12の内側
に若干突出するように固着し、且つ、鋼材18の凹部1
8bに断面角形の充填材20(具体的にはコンクリート
の付着が防止できるものであればよく、例えば発泡スチ
ロールなどである。)を収納して埋設しておき、この後
にコンクリートを打設する。
That is, a steel plate 18 having a substantially S-shaped cross section is fixed to the upper end of the reinforcing bar strip 12 so that its bent end 18 a slightly protrudes inside the reinforcing bar cage 12 , and the recess 1 of the steel material 18 is fixed.
A filler material 20 having a square cross section (specifically, any material that can prevent concrete from adhering to the filler material 20, such as foamed polystyrene) is stored and buried in the filler material 8b, and then concrete is poured.

コンクリートの打設面は、上記鋼板18の概略上端面ま
でとし、その上方にS、G壁16を形成する。 このよ
うな方法で施工すると、後述するように本坑を形成する
際に、上記充填材20を除去すると、鋼板18の凹部1
8bは支保工の端部を係止する際に好適となるとともに
、屈曲端部18aは鉄筋簡12を建込む場合のガイドと
なり、且つ、泥水中にコンクリートを打設すると、その
上端部分が欠陥部となる惧れがあるが、これを鋼板18
で補強することができる。
The concrete pouring surface extends approximately up to the upper end surface of the steel plate 18, and the S and G walls 16 are formed above it. When the construction is performed in this manner, when the filler 20 is removed when forming the main shaft as described later, the recess 1 of the steel plate 18 will be removed.
8b is suitable for locking the end of the shoring, and the bent end 18a serves as a guide when erecting the reinforcing bar 12, and when concrete is poured in muddy water, the upper end part is free from defects. There is a risk that this will become a steel plate 18.
It can be reinforced with.

なお、コンクリート壁14の外側端と鋼板18の凹部1
8bとの間隔(W>は、コンクリートを打設するトレミ
ー管の挿入ができる間隔に設定される。
Note that the outer edge of the concrete wall 14 and the recess 1 of the steel plate 18
8b (W>) is set to a distance that allows insertion of a tremie pipe for pouring concrete.

また、上記地中壁10のコンクリート壁74は、前後の
妻側10a、10bにおいては、隣接工区の施工状況に
応じて形成することなく、全長をS。
Moreover, the concrete wall 74 of the underground wall 10 is not formed in accordance with the construction status of the adjacent construction area on the front and rear gable sides 10a and 10b, and has a total length of S.

G!X!とじてもよい。G! X! You can close it.

地中壁10の形成が終了するか、あるいは、ある程度進
行した状態で立坑22の形成が行なわれる。
The shaft 22 is formed after the formation of the underground wall 10 has been completed or has progressed to a certain extent.

立坑22は地中壁10の前端10aに、略方形状に一画
成するようにして地中壁10間にコンクリート製の壁体
24を形成し、その内部を切梁26を設けながら地下坑
道形成深度まで掘削し、底版2.8を形成する。
The vertical shaft 22 is constructed by forming a concrete wall 24 between the underground walls 10 so as to form a substantially rectangular shape at the front end 10a of the underground wall 10, and installing a strut 26 inside the shaft to form an underground tunnel. Excavate to the formation depth and form bottom slab 2.8.

この場合、壁体24は、地中壁10を形成する際に予め
全長を地中壁で形成してもよい。
In this case, the entire length of the wall body 24 may be formed as an underground wall in advance when the underground wall 10 is formed.

しかる後、第3図に示すように地中壁10の長手方向に
沿って掘削し、本坑30を形成することになるが、この
際に立坑22の壁体24の掘削方向の所定範囲(第2図
(a)、(b)の斜線で示す部分に)に補強用の薬液グ
ラウトを注入した後、壁体24の本坑30の形成部分を
取り壊す。
Thereafter, as shown in FIG. 3, excavation is performed along the longitudinal direction of the underground wall 10 to form the main shaft 30. At this time, a predetermined range ( After injecting reinforcing chemical grout into the hatched areas in FIGS. 2(a) and 2(b), the portion of the wall 24 where the main shaft 30 will be formed is demolished.

本坑30の形成は以下の手順で行なう。The formation of the main pit 30 is performed in the following steps.

まず、地下坑道の形状に掘削し、上記コンクリート壁1
4の内面に露出した充填材20を取り出し、アーチ状の
支保工34の両端を上記鋼板18の凹部18b内に係止
固定した後、上記支保工34およびコンクリートW14
の内面に沿うようにしてコンクリートを打設して二次覆
工40を行ない、二次覆I40の両端を連結するインバ
ート42を形成する。
First, excavate in the shape of an underground tunnel, and
After taking out the filler material 20 exposed on the inner surface of the steel plate 18 and fixing both ends of the arch-shaped support 34 in the recess 18b of the steel plate 18, the support 34 and the concrete W14 are removed.
A secondary lining 40 is performed by pouring concrete along the inner surface of the secondary lining I40, and an invert 42 is formed to connect both ends of the secondary lining I40.

そして、上述した手順を繰り返ずことで地中壁10の妻
側10bまで本坑30を形成する。
Then, by repeating the above-described procedure, the main shaft 30 is formed up to the gable side 10b of the underground wall 10.

さて、上述した工法で地下坑道を構築すると以下のよう
な利点がある。
Now, constructing an underground tunnel using the method described above has the following advantages.

(イ)増土工事は、地中壁10および立坑22だけであ
って、交通、沿道住民に及ぼす迷感度を大幅に低減でき
る。
(a) The earth expansion work is limited to the underground wall 10 and the vertical shaft 22, and it is possible to significantly reduce the sense of confusion for traffic and roadside residents.

(ロ)開削工法のように路面の覆工、上部の掘削。(b) Lining the road surface and excavating the upper part as in the open-cut method.

埋戻などの施工が不要となる。Construction such as backfilling is not required.

(ハ)地中壁10で地下坑道の周囲を止水するため、地
下水に対する補助工法は不要となる。
(c) Since the underground wall 10 shuts off water around the underground tunnel, auxiliary construction methods for dealing with groundwater are not required.

(ニ)地中壁10のコンクリート壁14でアーチ状の支
保工34を介して土庄に対抗するため、地盤の沈下を防
止できるとともに、仮に沈下が生じても地中壁10の外
部までは波及することがない。
(d) Since the concrete wall 14 of the underground wall 10 opposes the tonosho via the arch-shaped support 34, subsidence of the ground can be prevented, and even if subsidence occurs, it will not spread to the outside of the underground wall 10. There's nothing to do.

(ホ)地中壁10は本坑30を形成する際のガイドとな
るため、地下坑道の施工誤差を少くして、精度を向上さ
せる。
(E) Since the underground wall 10 serves as a guide when forming the main shaft 30, construction errors in the underground tunnel are reduced and accuracy is improved.

(へ)開削工法に比べ(ロ)の効果を有するため、工期
の短縮、経済性で優れているとともに、シールド工法の
ように高価な設備が不要となって安価でしかも工期も短
くなる。
(f) Compared to the open-cut method, it has the effect of (b), so it is superior in shortening the construction period and being economical. It also eliminates the need for expensive equipment like the shield construction method, making it cheaper and shortening the construction period.

(ト)地中壁10の上部のS、G壁16は、コンクリー
トのように撤去する必要がない。
(g) The S and G walls 16 above the underground wall 10 do not need to be removed unlike concrete walls.

第4図は、この発明の第2実施例を示すものであって、
その特徴点は、上記地中壁10のコンクリートM114
を、予め形成したプレキャストコンクリート(P、C)
板44で形成したところにある。
FIG. 4 shows a second embodiment of the invention,
The characteristic point is that the concrete M114 of the above-mentioned underground wall 10
, pre-formed precast concrete (P, C)
It is located where it is formed by the plate 44.

P、C板44を使用しても上記実施例と同様な効果が得
られるとともに、場所打ちコンクリートに比べて、簡単
に建込むことができ、且つ、トレミー管でコンクリート
を打設しないため、上記実施例のように間隔(W)を考
慮する必要がなく壁、厚を薄くできる有利性もある。
Even if the P and C plates 44 are used, the same effects as in the above embodiment can be obtained, and they can be constructed more easily than cast-in-place concrete, and since concrete is not poured using tremie pipes, the above-mentioned There is also the advantage that there is no need to consider the interval (W) as in the embodiments, and the walls and thickness can be made thinner.

第5図は、この発明の第3実施例を示しており、その特
徴点は以下にある。
FIG. 5 shows a third embodiment of the present invention, the features of which are as follows.

すなわち、この実施例では、上記立坑22を地中壁10
内に設けず、これに近接した個所に形成し、これと地中
壁10内とを横坑46で連絡した点にある。
That is, in this embodiment, the vertical shaft 22 is connected to the underground wall 10.
It is not provided inside the wall, but is formed in a location close to this, and this and the inside of the underground wall 10 are connected through a horizontal shaft 46.

この実施例では、立坑22が周囲の状況に応じて任意の
個所に形成できるという有利性を併有している。
This embodiment has the advantage that the shaft 22 can be formed at any location depending on the surrounding situation.

第6図から第8図は本坑30を形成する方法の他の実施
例を示すものであって、第6図は自立地層に適用する場
合、M7図は地質が比較的不安定゛な場合に適し、第8
図は非自立地質の場合に好適な工法である。
Figures 6 to 8 show other embodiments of the method for forming the main shaft 30, in which Figure 6 is applied to free-standing strata, and Figure M7 is applied to relatively unstable geology. Suitable for the 8th
The figure shows a construction method suitable for non-self-supporting geology.

第6図に示す第4実施例では、本坑30は、まず上半部
50をリング状に掘削して、上記第1実施例と同様にア
ーチ状の支保工34を建込み、コア部52.下半部54
の順に掘削して、二次覆工40を施し、しかる後にイン
バート42を形成する。
In the fourth embodiment shown in FIG. 6, the main shaft 30 is constructed by first excavating the upper half 50 in a ring shape, erecting an arch-shaped support 34 in the same manner as in the first embodiment, and then .. Lower half 54
The secondary lining 40 is applied by excavating in this order, and then the invert 42 is formed.

また、第7図に示す第5実施例では、いわゆるメツセル
工法を適用したものであって、まず、アーチ状のメツセ
ル56を推進し、上半部50をリング状に掘削し、支保
I34を建込み、必要に応じて、支保工34の内側面に
仮巻きコンクリートを打設した後、コア部52.下半部
54を掘削し、二次面■40.インバート42の順に形
成する。
In the fifth embodiment shown in FIG. 7, the so-called Metsu cell construction method is applied. First, an arch-shaped Metsu cell 56 is propelled, the upper half 50 is excavated in a ring shape, and the support I34 is constructed. After placing temporary rolling concrete on the inner surface of the shoring 34 as necessary, the core portion 52. The lower half 54 is excavated and the secondary surface ■40. The invert 42 is formed in this order.

さらに、第8図に示す第6実施例では、いわゆるルーフ
シールド工法を適用したものであって、半円状のシール
ド掘削機58を用いて、これを推進し、アーチ状のセグ
メント60を上記支保工34と同じ方法で組立て、裏込
を注入した後、下半部54を掘削し、二次覆工40.イ
ンバート42の順に施工する。
Furthermore, in the sixth embodiment shown in FIG. 8, a so-called roof shield construction method is applied, and a semicircular shield excavator 58 is used to propel the excavator, and an arch-shaped segment 60 is After assembling and injecting backfill in the same manner as lining 34, the lower half 54 is excavated, and the secondary lining 40. Construct in the order of invert 42.

なお、上記実施例では、地下坑道を一段で構築する場合
を例示したが、これを複数とし多段状に形成してもよい
In addition, although the case where the underground tunnel is constructed in one stage was illustrated in the above embodiment, it may be formed in a plurality of stages in a multi-stage shape.

(発明の効果) 以上実施例で詳細に説明したように、この発明に係る地
下坑道の構築工法によれば、従来の開削工法とシールド
工法との長所を併有するために、地上の使用面積が小さ
く、且つ止水のための補助工法を不要にして、経済的効
果が極めて大きいとともに、本坑の形成は地質に応じて
各種の工法を適用できるなど各種の優れた効果が得られ
る。
(Effects of the Invention) As explained in detail in the embodiments above, the underground tunnel construction method according to the present invention combines the advantages of the conventional open-cut construction method and the shield construction method, so that the surface area used above ground is reduced. It is small and eliminates the need for auxiliary construction methods to stop water, which has an extremely large economic effect, and various excellent effects can be obtained, such as the ability to apply various construction methods depending on the geology for forming the main shaft.

【図面の簡単な説明】[Brief explanation of the drawing]

第1図から第3図は、この発明の一実施例を工程順に示
す説明図、第4図はコンクリート壁の他の実施例を示す
断面図、第5図は立坑の他の形成方法を示す説明図、第
6図から第8図は本坑の他の形成方法を示すそれぞれの
要部断面図である。 10・・・・・・地中壁    12・・・・・・鉄筋
簡14・・・・・・コンクリート壁 16・・・・・・
S、G壁18・・・・・・鋼 板    20・・・・
・・充填材22・・・・・・立 坑    24・・・
・・・壁 体26・・・・・・切 梁    28・・
・・・・底 版30・・・・・・本 坑    34・
・・・・・支保工40・・・・・・二次覆工   42
・・・・・・インバート44・・・・・・P、C板  
 46・・・・・・横 坑50・・・・・・上半部  
  52・・・・・・コア部54・・・・・・下半部 
   56・・・・・・メツセル58・・・・・・シー
ルド掘削機 60・・・・・・セグメント特許出願人 
      株式会社 大 林 組成 理 人    
     弁理士 −色健輔faI図 UD (b) 第2図 (b) 第3図
Figures 1 to 3 are explanatory diagrams showing one embodiment of the present invention in the order of steps, Figure 4 is a sectional view showing another embodiment of the concrete wall, and Figure 5 shows another method of forming a shaft. The explanatory drawings and FIGS. 6 to 8 are sectional views of main parts showing other methods of forming the main shaft. 10...Underground wall 12...Reinforced steel 14...Concrete wall 16...
S, G wall 18...Steel plate 20...
... Filling material 22 ... Vertical shaft 24 ...
...Wall body 26...Cut beam 28...
... Bottom plate 30 ... Book pit 34.
...Shoring 40...Secondary lining 42
...Invert 44...P, C board
46...Horizontal Pit 50...Upper half
52...Core part 54...Lower half part
56...Metsucell 58...Shield excavator 60...Segment patent applicant
Obayashi Co., Ltd. Composition Rihito
Patent Attorney - Kensuke Shiro faI diagram UD (b) Figure 2 (b) Figure 3

Claims (4)

【特許請求の範囲】[Claims] (1)構築する地下坑道と略同一幅を有する連続地中壁
を該坑道の側壁相当部分のみをコンクリート壁として形
成する工程、該地中壁間または適宜個所に立坑を形成す
る工程、該立坑から該地中壁の長手方向に沿って掘削し
順次アーチ状の支保工を該コンクリート壁の上端に係止
して本坑を形成する工程からなることを特徴とする地下
坑道の構築工法。
(1) A process of forming a continuous underground wall having approximately the same width as the underground tunnel to be constructed, with only the portion corresponding to the side wall of the tunnel as a concrete wall, a process of forming a shaft between the underground walls or at an appropriate location, the shaft 1. A method for constructing an underground tunnel, comprising the steps of: excavating along the longitudinal direction of the underground wall; and sequentially locking arch-shaped supports to the upper end of the concrete wall to form a main shaft.
(2)上記コンクリート壁は場所打ちコンクリートから
なることを特徴とする特許請求の範囲第1項記載の地下
坑道の構築工法。
(2) The method for constructing an underground tunnel according to claim 1, wherein the concrete wall is made of cast-in-place concrete.
(3)上記コンクリート壁は予め形成されたプレキャス
トコンクリート板からなることを特徴とする特許請求の
範囲第1項記載の地下坑道の構築工法。
(3) The method for constructing an underground tunnel according to claim 1, wherein the concrete wall is made of a precast concrete plate formed in advance.
(4)上記コンクリート壁には、その上端近傍に略S状
に屈曲された鋼板と、該鋼板の屈曲された部分に充填材
を収納して埋設し、上記本坑を掘削した後に該充填材を
除去し、該鋼板の凹部に上記支保工を係止してなること
を特徴とする特許請求の範囲第2項または第3項記載の
地中坑道の構築工法。
(4) In the concrete wall, a steel plate bent into a substantially S-shape is placed near the upper end of the concrete wall, and filler is stored and buried in the bent portion of the steel plate, and the filler is filled after excavating the main shaft. 4. The method for constructing an underground tunnel according to claim 2 or 3, characterized in that the shoring is locked in the recessed portion of the steel plate.
JP13789384A 1984-07-05 1984-07-05 Construction of underground head Granted JPS6117696A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP13789384A JPS6117696A (en) 1984-07-05 1984-07-05 Construction of underground head

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP13789384A JPS6117696A (en) 1984-07-05 1984-07-05 Construction of underground head

Publications (2)

Publication Number Publication Date
JPS6117696A true JPS6117696A (en) 1986-01-25
JPH0415878B2 JPH0415878B2 (en) 1992-03-19

Family

ID=15209136

Family Applications (1)

Application Number Title Priority Date Filing Date
JP13789384A Granted JPS6117696A (en) 1984-07-05 1984-07-05 Construction of underground head

Country Status (1)

Country Link
JP (1) JPS6117696A (en)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6326077B1 (en) * 1997-06-25 2001-12-04 Roberto Monaci Composite polymeric material having high resistance to impact energy
KR20030037086A (en) * 2001-11-02 2003-05-12 (주)청석엔지니어링 A Shallow Semi Cut and Cover Tunneling Method in Soft Ground and at Portal
US6635203B2 (en) 1997-06-25 2003-10-21 Roberto Monaci Composite polymeric material having high resistance to impact energy
KR100442690B1 (en) * 2000-11-10 2004-08-02 유근무 Tunnel Construction Method for using Wave Profile Type Steel Plate
US7300698B2 (en) 1997-06-25 2007-11-27 Roberto Monaci Composite polymeric material having high resistance to impact energy
US11715573B2 (en) 2018-04-17 2023-08-01 Korea Hydro & Nuclear Power Co., Ltd. Decommissioning method of biodegradable concrete of PWR type nuclear power plant

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6326077B1 (en) * 1997-06-25 2001-12-04 Roberto Monaci Composite polymeric material having high resistance to impact energy
US6635203B2 (en) 1997-06-25 2003-10-21 Roberto Monaci Composite polymeric material having high resistance to impact energy
US7300698B2 (en) 1997-06-25 2007-11-27 Roberto Monaci Composite polymeric material having high resistance to impact energy
KR100442690B1 (en) * 2000-11-10 2004-08-02 유근무 Tunnel Construction Method for using Wave Profile Type Steel Plate
KR20030037086A (en) * 2001-11-02 2003-05-12 (주)청석엔지니어링 A Shallow Semi Cut and Cover Tunneling Method in Soft Ground and at Portal
US11715573B2 (en) 2018-04-17 2023-08-01 Korea Hydro & Nuclear Power Co., Ltd. Decommissioning method of biodegradable concrete of PWR type nuclear power plant

Also Published As

Publication number Publication date
JPH0415878B2 (en) 1992-03-19

Similar Documents

Publication Publication Date Title
KR100794609B1 (en) Construction method of underground structure using concrete filled pipe roof and concrete wall
JP4132442B2 (en) Tunnel construction method
KR100289256B1 (en) Tunnel construction method in shallow toffee area
JP2000352296A (en) Method o constructing passage just under underground structure
JPS6117696A (en) Construction of underground head
KR20000065282A (en) tubular roof tunnel construction method
JP2003193495A (en) Underground structure constructing method
JP3135188B2 (en) Construction method of underground cavity
JPS6158640B2 (en)
KR102289576B1 (en) Top-down type underground structure construction method using earth support plate
JP2000291398A (en) Underground structure and construction method therefor
KR200296444Y1 (en) Underaround continued wall structure using a large diameter cast-in-place pile installed by Benoto method
KR20000065283A (en) tubular roof tunnel construction method
JP2656892B2 (en) Underground structure construction method and continuous underground wall construction method
JPH0249896A (en) Open shield method and machine thereof
JP2554507B2 (en) Underground space construction method
KR102610909B1 (en) Method and structure of steel pipe propulsion using anchor installation inside steel pipe to prevent sinking
JPH0654016B2 (en) Underground space construction method
JP3728659B2 (en) Basement extension method
JPS6248011B2 (en)
JP3511145B2 (en) How to build underground structures
JP2960316B2 (en) Soil structure and method of constructing the same
JP2565452B2 (en) Construction method of self-supporting retaining wall
KR20040023915A (en) Underaround continued wall structure using a large diameter cast-in-place pile installed by Benoto method and construction method thereof
JP4031284B2 (en) Construction method for underground structures