JP2003064663A - Construction method for drilling hole in underground wall - Google Patents
Construction method for drilling hole in underground wallInfo
- Publication number
- JP2003064663A JP2003064663A JP2001258943A JP2001258943A JP2003064663A JP 2003064663 A JP2003064663 A JP 2003064663A JP 2001258943 A JP2001258943 A JP 2001258943A JP 2001258943 A JP2001258943 A JP 2001258943A JP 2003064663 A JP2003064663 A JP 2003064663A
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- Prior art keywords
- hole
- underground
- underground wall
- wall
- drilling
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Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、地中壁の造成に関す
る。より詳細には、地中壁を貫通する貫通孔を削孔する
工法に関する。FIELD OF THE INVENTION The present invention relates to the construction of underground walls. More specifically, the present invention relates to a method of drilling a through hole that penetrates an underground wall.
【０００２】[0002]
【従来の技術】図９に示す地下構造物Ｂ１、Ｂ２を擁護
するための連続壁Ｗｂ、Ｗｂは、紙面に垂直な方向に連
続していて、地下水路Ｒｗを遮断して、好ましくない環
境変化を与える恐れがある。例えば東京地方では、基本
的に西から東に地下水が流れているので、連続壁Ｗｂ、
Ｗｂが南北方向に造成される場合は、水路Ｒｗを完全に
遮断してしまう。このため、連続壁Ｗｂ、Ｗｂに貫通孔
φｒを設けて水路を確保することが望まれる。しかしな
がら、一旦、造成された連続壁Ｗｂ、Ｗｂに貫通孔φ
ｒ、φｒを削孔することは容易でない。地面ＧＬまた
は、地下構造物Ｂ１、Ｂ２の地下地面ＧＬＵから再度地
下地面ＧＬＬまで掘り下げて削孔箇所を露出させること
も考えられるが、労力、コスト、工期が膨大となって実
現性がない。2. Description of the Related Art Continuous walls Wb and Wb for protecting underground structures B1 and B2 shown in FIG. 9 are continuous in a direction perpendicular to the plane of the drawing and block underground water channel Rw, which is an undesirable environmental change. May give. For example, in the Tokyo area, since groundwater basically flows from west to east, the continuous wall Wb,
When Wb is constructed in the north-south direction, it completely blocks the water channel Rw. Therefore, it is desired to provide the through holes φr in the continuous walls Wb and Wb to secure the water channels. However, once the continuous walls Wb, Wb that have been constructed are provided with through holes φ.
Drilling r and φr is not easy. It is also possible to dig down again from the ground GL or the underground ground GLU of the underground structures B1 and B2 to the underground ground GLL to expose the hole-drilled portion, but the labor, cost, and construction period are enormous, which is not feasible.
【０００３】また、図１０に示すような、シールド工法
による貫通孔φａ、φｂの削孔も考えられる。連続壁Ｗ
ｂ、Ｗｂの外方に掘削した発進立坑Ｈｓと到達立坑Ｈｅ
の間を、シールドマシンＭｓを走らせ貫通孔φａ、φｂ
を削孔する要領である。しかしながら、特に都市部での
立坑造成のスペース確保、地下に埋設された各種ライン
の損傷回避等の課題と、コスト、工期をクリアすること
は容易でない。上記のようなことから、連続壁に地下水
用の貫通孔を削孔するための有効な解決策がなかった。Further, as shown in FIG. 10, it is also conceivable to drill the through holes φa and φb by the shield method. Continuous wall W
Starting shaft Hs and reaching shaft He excavated outside b and Wb
The shield machine Ms is run between the through holes φa and φb.
This is the procedure for drilling holes. However, it is not easy to clear the problems such as securing space for vertical shaft construction in urban areas, avoiding damage to various underground lines, cost, and construction period. From the above, there is no effective solution for drilling a through hole for groundwater in a continuous wall.
【０００４】[0004]
【発明が解決しようとする課題】本発明は上述した従来
技術の問題点に鑑みて提案されたものであり、貫通孔削
孔箇所まで地中壁を露出させること無く、地中壁を貫通
する貫通孔を削孔して、地下水の流れが地中壁で遮断さ
れない様にすることが出来る工法の提供を目的としてい
る。SUMMARY OF THE INVENTION The present invention has been proposed in view of the above-mentioned problems of the prior art, and penetrates the underground wall without exposing the underground wall up to the through hole drilling location. The purpose of the method is to provide a construction method in which the through hole is drilled so that the flow of groundwater is not blocked by the underground wall.
【０００５】[0005]
【課題を解決するための手段】本発明の地中壁の削孔工
法は、貫通孔を削孔すべき箇所（Ｐ）に破砕用薬剤
（３）（火薬、急激に膨張する膨張剤、その他の薬剤）
を充填して地中壁（Ｗ、Ｗ）を造成する地中壁造成工程
と、破砕用薬剤（３）により造成された地中壁（Ｗ、
Ｗ）の貫通孔削孔箇所（Ｐ）を破砕する工程、とを有し
ている（請求項１：図１〜図３）。ここで、前記地中壁
は、地下水路を遮断出来る程度の長さの連続壁として構
成されているのが好ましい。また本明細書において、
「連続壁」なる文言は、地下水路を遮断出来る程度の長
さの連続壁を意味している。The underground wall boring method according to the present invention comprises a crushing chemical (3) (explosive, rapidly expanding expander, etc.) at a portion (P) where a through hole should be drilled. Drug)
And a ground wall (W, W) to fill the ground wall (W, W), and the ground wall (W, W,
W) crushing the through hole drilling location (P) (claim 1: FIG. 1 to FIG. 3). Here, it is preferable that the underground wall is configured as a continuous wall having a length such that the underground water channel can be blocked. Further, in the present specification,
The term "continuous wall" means a continuous wall that is long enough to block the underground waterway.
【０００６】当該破砕用薬剤による破砕は、火薬であれ
ば***（急激な燃焼）であり、膨張剤であれば、急激な
膨張による貫通孔の破砕、による造成である。これによ
って、貫通孔削孔箇所を露出させること無く、地中壁の
所定箇所に貫通孔が形成される。The crushing by the crushing agent is explosion by explosive (rapid combustion), and the expansion agent is crushing the through-hole by rapid expansion. As a result, a through hole is formed at a predetermined location on the underground wall without exposing the through hole drilling location.
【０００７】しかし、破砕による工法は、都市部の様な
建造物の密集地では使用が困難なことがある。そのた
め、本発明では、以下の様な構成を具備している。However, the crushing method may be difficult to use in a densely built area such as an urban area. Therefore, the present invention has the following configurations.
【０００８】すなわち、本発明の地中壁の削孔工法は、
貫通孔を削孔すべき地中壁（Ｗ１、Ｗ２）から離隔した
地上位置から、掘削進行方向を自在に変更出来る掘削手
段（例えば、可撓性を有する掘削ロッドＲｃを備えた掘
削機器Ｍｆ：所謂 「曲がりボーリングマシン」）を用
いて当該地中壁（Ｗ１、Ｗ２）の貫通孔削孔箇所（Ｐ
１、Ｐ２）までボーリング孔 （５）を掘削する掘削工
程と、当該掘削手段（Ｒｃ、Ｍｆ）を用いて地中壁
（Ｗ１、Ｗ２）に貫通孔（φｂ１、φｂ２）を削孔する
削孔工程、とを有している（請求項２：図４〜図６）。That is, the hole boring method of the underground wall of the present invention is
An excavating means (for example, an excavating device Mf equipped with a flexible excavating rod Rc) that can freely change the excavating direction from a ground position separated from the underground wall (W1, W2) to be drilled. A so-called "curving boring machine") is used to cut through holes (P1, P2) in the underground wall (W1, W2).
Excavation process of excavating the boring hole (5) up to 1, P2) and the underground wall using the excavation means (Rc, Mf)
(W1, W2) has a boring step of boring through holes (φb1, φb2) (claim 2: FIGS. 4 to 6).
【０００９】地中壁から離隔した箇所でかつ、機材設置
が可能な地表箇所から掘削して、地中壁の所定位置に水
平方向に貫通孔を削孔する。対象地となる地上、地下に
地下道、地下鉄、水道管、各種配策・ライフラインその
他の建造物等が密集している都市部であっても、可撓性
を有する当該機器の掘削ロッドを用いれば（所謂「曲が
りボーリング工法」を用いれば）、何等の弊害無く、掘
削が可能である。[0009] Excavation is performed from a location on the ground wall where the equipment can be installed at a location separated from the ground wall, and a through hole is drilled horizontally at a predetermined position on the ground wall. Even in urban areas where underground roads, subways, water pipes, various measures, lifelines, and other structures are densely distributed above and below the target ground, use flexible drilling rods for the equipment. In this case (using the so-called "curved boring method"), excavation is possible without any adverse effects.
【００１０】ここで、地中壁の貫通孔を削孔すべき箇所
（Ｐ１、Ｐ２）に、前記掘削手段を誘導するための誘導
手段（Ｖ１、Ｖ２）（発信機、センサ、その他）を埋め
込みつつ地中壁（Ｗ１、Ｗ２）を造成する地中壁造成工
程を含むことが好ましい（請求項３：図７）。貫通孔を
削孔すべき箇所に誘導手段を埋め込んで、曲がりボーリ
ングが貫通孔削孔位置まで到達する精度を向上させてい
る。Here, guide means (V1, V2) (transmitter, sensor, etc.) for guiding the excavation means are embedded in the locations (P1, P2) where the through holes in the underground wall should be drilled. It is preferable to include an underground wall forming step of forming the underground walls (W1, W2) (claim 3: FIG. 7). The guiding means is embedded in the place where the through hole should be drilled to improve the accuracy with which the curved boring reaches the through hole drilling position.
【００１１】本発明において、前記地中壁造成工程で
は、貫通孔を削孔すべき箇所（Ｐ）には強度が低い材料
（７）が使用されることが好ましい（請求項４：図
８）。貫通孔を削孔すべき箇所は、連続壁の造成が完了
する段階まで壁としての形態、機能が保持されるもので
あればよく、可能なかぎり強度が低いものが好ましい。
また、曲がりボーリングのみならず、破砕用薬剤による
破砕の工法にも適用が可能である。或いは、前記地中壁
造成工程では、貫通孔を削孔すべき箇所（Ｐ）には自然
分解性材料が使用されるのが好ましい（請求項５：図
８）。自然分解性材料を使用することにより、貫通孔を
削孔すべき箇所は、例えば酸やバクテリア等と接触する
ことにより自然分解し、上述した様な各種手法を用いる
こと無く、地下水を流過せしめる様になるのである。こ
れに加えて、別途設けた供給管を介して、貫通孔を削孔
すべき箇所に酸或いはバクテリア等を注入して、当該箇
所を構成する材料の分解を促進して、貫通孔を削孔し、
地下水を流過させることも可能である（図１１）。In the present invention, a material (7) having low strength is preferably used in the portion (P) where the through hole is to be drilled in the underground wall forming step (claim 4: FIG. 8). . The place where the through hole is to be drilled is only required to retain the shape and function of the wall until the completion of the formation of the continuous wall, and it is preferable that the strength is as low as possible.
Further, it can be applied not only to the curved boring but also to the crushing method using a crushing agent. Alternatively, in the underground wall forming step, it is preferable that a spontaneously decomposable material is used in the portion (P) where the through hole is to be drilled (claim 5: FIG. 8). By using a naturally degradable material, the place where the through hole should be drilled is naturally decomposed by contact with acid, bacteria, etc., allowing the groundwater to flow through without using the various methods described above. It will be like that. In addition to this, through a separately provided supply pipe, acid or bacteria is injected into the place where the through hole is to be drilled to accelerate the decomposition of the material that composes the spot and drill the through hole. Then
It is also possible to pass groundwater (Fig. 11).
【００１２】[0012]
【発明の実施の形態】以下、添付図面を参照して、本発
明の実施形態を説明する。なお、図９及び図１０の従来
技術の説明で使用した名称、符号は、同じ形態、機能で
あれば重ねて使用する。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the accompanying drawings. It should be noted that the names and reference numerals used in the description of the prior art in FIGS. 9 and 10 are used repeatedly if they have the same form and function.
【００１３】図１〜図３は、第１実施形態の破砕用薬剤
により連続壁を削孔する工法を示している。1 to 3 show a method of drilling a continuous wall with a crushing chemical according to the first embodiment.
【００１４】図１は、地中壁造成工程を示す側断面図で
あって、地中構造物Ｂ１及びＢ２を擁護する地中壁Ｗ、
Ｗのそれぞれに、地下水路Ｒｗが流れる地表ＧＬから深
さｈの所定箇所Ｐに、破砕用薬剤を充填して連続壁Ｗ、
Ｗを造成している状態である。破砕用薬剤は、例えば急
激な燃焼、***をする火薬３でも、または、急激な膨張
による破砕剤でもよく、地中壁Ｗ、Ｗの所定箇所Ｐ、Ｐ
が破砕によって崩落し、水路Ｒｗを確保できればよい。FIG. 1 is a side sectional view showing an underground wall forming process, in which an underground wall W protecting the underground structures B1 and B2,
Each of W is filled with a crushing agent at a predetermined position P at a depth h from the ground surface GL through which the underground waterway Rw flows to form a continuous wall W,
It is in the state of creating W. The crushing agent may be, for example, explosive powder 3 that rapidly burns or explodes, or may be a crushing agent that causes rapid expansion, and the ground walls W, W have predetermined locations P, P.
It is enough if the waterfall Rw can be secured by crushing and collapse.
【００１５】図２は、破砕用薬剤３により造成された地
中壁Ｗ、Ｗの貫通孔削孔箇所Ｐ、Ｐを破砕する工程を示
す側断面図であって、火薬３、３が地中で地中壁Ｗ、Ｗ
の所定箇所Ｐ、Ｐを***Ｅｐ、Ｅｐしている状態を示し
ている。FIG. 2 is a side cross-sectional view showing a process of crushing through-hole drilling points P, P of the underground walls W, W formed by the crushing chemical 3, in which the explosives 3, 3 are underground. Underground walls W, W
2 shows a state in which the predetermined locations P and P are exploded Ep and Ep.
【００１６】図３は、所定箇所Ｐ、Ｐが破砕され貫通孔
φａ、φａが削孔されて、自然の地下水路Ｒｗが確保さ
れた状態を示している。FIG. 3 shows a state where the predetermined places P, P are crushed and the through holes φa, φa are drilled to secure the natural groundwater channel Rw.
【００１７】図４〜図６は、第２実施形態の曲がりボー
リングにより地中壁を削孔する工法を示している。この
工法では、第１実施形態の欠点である***により衝撃振
動が既設の建造物や地下埋設物を損壊させる懸念がな
い。4 to 6 show a method for boring a ground wall by bending boring according to the second embodiment. With this construction method, there is no concern that impact vibration will damage existing structures or underground buried objects due to the explosion, which is a drawback of the first embodiment.
【００１８】図４は、地中壁Ｗ１、Ｗ２に曲がりボーリ
ングを行う準備状況を示したもので、連続壁Ｗ１から工
事条件の整う距離Ｌのところに可撓性を有する掘削ロッ
ドＲｃを備えた掘削機器の所謂、曲がりボーリングマシ
ンＭｆを設置し、地下水路Ｒｗが流れる地表ＧＬから深
さｈの所定箇所Ｐ１にボーリング線Ｃｃが進行するよう
準備している。FIG. 4 shows a state of preparation for performing curved boring on the underground walls W1 and W2. A flexible excavating rod Rc is provided at a distance L from the continuous wall W1 where construction conditions are satisfied. A so-called curved boring machine Mf, which is an excavating device, is installed to prepare the boring line Cc to travel from the ground surface GL through which the underground waterway Rw flows to a predetermined position P1 at a depth h.
【００１９】図５は、地上から一方の地中壁Ｗ１の貫通
孔削孔箇所Ｐ１まで、ボーリング孔５を掘削する掘削工
程を示している。曲がりボーリングの工法は、任意公知
の方法により、例えば、パイロット孔削孔、拡径掘削等
によって貫通孔径に適する方法で行う。FIG. 5 shows an excavation process for excavating the boring hole 5 from the ground to the through hole drilling point P1 on the one underground wall W1. The bending boring method is performed by any known method, for example, a method suitable for the through hole diameter by pilot hole drilling, diameter expansion drilling, or the like.
【００２０】図６は、地中壁Ｗ１、Ｗ２に貫通孔φｂ、
φｂを削孔する削孔工程を示している。ボーリングマシ
ンＭｆからの操作で、掘削ロッドＲｃの先端に装着され
たモニタＨｍ１によりまづ連続壁Ｗ１に貫通孔φｂ１を
削孔し、ついで連続壁Ｗ２に貫通孔φｂ２を削孔する。
貫通孔φｂ１、φｂ２の削孔で、地下水路Ｒｗが確保さ
れる。FIG. 6 shows the through holes φb in the underground walls W1 and W2.
The boring process for boring φb is shown. By the operation from the boring machine Mf, the through hole φb1 is drilled in the continuous wall W1 by the monitor Hm1 attached to the tip of the drill rod Rc, and then the through hole φb2 is drilled in the continuous wall W2.
The groundwater channel Rw is secured by drilling the through holes φb1 and φb2.
【００２１】図７は、第３実施形態による貫通孔を削孔
すべき所定箇所に誘導手段を埋め込んで地中壁を造成す
る工法を示している。地中壁Ｗ１、Ｗ２の貫通孔削孔箇
所Ｐ１、Ｐ２に、誘導手段の発信機Ｖ１、Ｖ２埋め込ん
で、ボーリングマシンＭｆの掘削ロッドＲｃ方向に、発
信機Ｖ１から信号ｆｍ１を発信し、発信機Ｖ２から信号
ｆｍ２を発信するようさせる。掘削ロッドＲｃにはモニ
タＨｍｏに、受信装置Ｖｒが装着され、信号ｆｍ１、ｆ
ｍ２を判別認識できるよう構成されている。なお、信号
の発、受信は、誘導が可能であれば公知のいづれの方法
でも良く、例えば掘削ロッドＲｃに発信装置を取り付
け、貫通孔削孔箇所Ｐ１、Ｐ２に反射材を埋め込んでも
よい。このようにして、掘削ロッドＲｃの進行を誤り無
くさせる。FIG. 7 shows a method of constructing an underground wall by embedding guiding means at a predetermined location where a through hole is to be drilled according to the third embodiment. The transmitters V1 and V2 of the guiding means are embedded in the through hole drilling points P1 and P2 of the underground walls W1 and W2, and a signal fm1 is transmitted from the transmitter V1 in the direction of the excavating rod Rc of the boring machine Mf. The signal fm2 is transmitted from V2. The receiving device Vr is attached to the monitor Hmo of the drilling rod Rc, and signals fm1 and f
It is configured so that m2 can be discriminated and recognized. It should be noted that signal generation and reception may be performed by any known method as long as guidance is possible, for example, a transmitting device may be attached to the excavation rod Rc and a reflection material may be embedded in the through hole drilling points P1 and P2. In this way, the advancement of the excavation rod Rc is corrected without error.
【００２２】図８は、第４実施形態による貫通孔を削孔
すべき所定箇所に強度が低い材料が使用される地中壁造
成工法を示している。地中壁Ｗ１の貫通孔削孔箇所Ｐ
に、主材４よりも強度が低い材料７が使用され、強度の
低い材料７中に火薬３が挿入されて造成される。これに
よって、地上ＧＬからの破砕信号によって火薬３が***
し、材料７が容易に破砕されて貫通孔φａが貫通され
る。材料７中の火薬３は、曲がりボーリングマシンＭｆ
で貫通孔φａを削孔する場合には、不要である。FIG. 8 shows an underground wall construction method in which a low-strength material is used at a predetermined location where a through hole is to be drilled according to the fourth embodiment. Through hole drilling point P in the underground wall W1
Further, a material 7 having a strength lower than that of the main material 4 is used, and the explosive 3 is inserted into the material 7 having a low strength to form it. As a result, the explosive 3 is exploded by the crush signal from the ground GL, the material 7 is easily crushed, and the through hole φa is penetrated. Explosive powder 3 in material 7 is a curved boring machine Mf.
It is not necessary when the through hole φa is drilled by.
【００２３】或いは図８においては、前記第４実施形態
の変形例として、強度の低い材料７に代えて、自然分解
性の材料、例えば、自然分解性プラスチックにより、貫
通孔削孔箇所Ｐを造成しても良い。その様に構成すれ
ば、自然分解性プラスチックで構成された貫通孔削孔箇
所Ｐは、例えば酸、バクテリア等と接触することによ
り、自然分解性プラスチックが経時的に分解するので、
地下水を透過可能となる。その結果、図１〜図７で示す
各実施形態の様に地中壁Ｗ１、Ｗ２の造成後に特別な処
理を行わなくても、地下水の流れを保持して、環境に悪
影響を与える可能性を可及的小さくすることが出来るの
である。In FIG. 8, as a modified example of the fourth embodiment, the through hole drilling portion P is formed by using a material that is naturally degradable, for example, naturally degradable plastic, instead of the material 7 having low strength. You may. With such a configuration, the through hole drilling point P made of the naturally degradable plastic is decomposed with time because the naturally degradable plastic is decomposed by coming into contact with, for example, an acid or a bacterium.
Allows penetration of groundwater. As a result, it is possible to retain the flow of groundwater and adversely affect the environment without special treatment after the formation of the underground walls W1 and W2 as in the embodiments shown in FIGS. 1 to 7. It can be made as small as possible.
【００２４】これに加えて、例えば図１１で示す様に、
先端に分岐ラインＢＬ１、ＢＬ２を形成した供給管Ｌ１
１を別途設け、該供給管Ｌ１１を介して、貫通孔削孔箇
所Ｐに酸或いはバクテリア等を注入する様に構成しても
良い。係る構成を採用すれば、自然分解性の材料、例え
ば、自然分解性プラスチックにより、貫通孔削孔箇所Ｐ
を造成し、地中壁Ｗ１造成後に、供給管Ｌ１１を介して
酸或いはバクテリアを（貫通孔削孔箇所Ｐに）供給すれ
ば、自然分解性材料で構成された貫通項削孔箇所Ｐは速
やかに分解する。そして、当該箇所Ｐには、地下水が流
過可能となる。In addition to this, for example, as shown in FIG.
Supply pipe L1 having branch lines BL1 and BL2 formed at its tip
1 may be separately provided and an acid, a bacterium, or the like may be injected into the through hole drilling point P through the supply pipe L11. If such a configuration is adopted, the through hole drilling point P is made of a naturally degradable material, for example, a naturally degradable plastic.
After the formation of the underground wall W1 and the supply of acid or bacteria (to the through hole drilling site P) through the supply pipe L11, the through hole drilling site P composed of the naturally degradable material can be quickly formed. Disassemble into. Then, the groundwater can flow into the location P.
【００２５】図示の実施形態はあくまでも例示であり、
本発明の技術的範囲を限定する趣旨ではない旨を付記す
る。The illustrated embodiment is merely an example,
It is additionally noted that it is not intended to limit the technical scope of the present invention.
【００２６】[0026]
【発明の効果】本発明の作用効果を、以下に列挙する。
（１） 地中壁を露出させることなく地下水路用の貫通
孔を削孔するので、地上を利用した工事にならず周辺へ
の影響を少なく、コスト、工期が低減される。特に第１
実施形態では、地上での工事、周辺への影響がない。
（２） 第２実施形態の曲がりボーリングによる削孔工
法では、地上の適当な空き地にボーリングマシンを設置
させればよいので、工事場所の制約を低減でき、また、
***振動による既設の地下埋設物の損壊を避けることが
できる。
（３） 第３実施形態の誘導手段によれば、貫通孔削孔
箇所を精度よく探索できる。
（４） 第４実施形態の貫通孔削孔箇所に強度の低い材
料をしようすれば、***による破砕、掘削モニタによる
掘削のいづれでも貫通孔の削孔が容易である。The effects of the present invention are listed below. (1) Since the through hole for the underground waterway is drilled without exposing the underground wall, it does not require construction on the ground and has less impact on the surrounding area, reducing cost and construction period. Especially the first
In the embodiment, there is no construction on the ground and no influence on the surroundings. (2) In the boring method using curved boring of the second embodiment, it is only necessary to install the boring machine in an appropriate open space on the ground, so that restrictions on the construction site can be reduced, and
It is possible to avoid damage to existing underground buried objects due to blasting vibration. (3) According to the guiding means of the third embodiment, it is possible to accurately search the through hole drilling location. (4) If a low-strength material is used for the through-hole drilling portion of the fourth embodiment, the through-hole drilling can be easily performed for both crushing by blasting and excavation by the excavation monitor.
【図１】本発明の第1実施形態における地中壁造成工程
を示す断面図。FIG. 1 is a cross-sectional view showing an underground wall forming step in a first embodiment of the present invention.
【図２】第1実施形態における貫通孔削孔箇所を破砕す
る工程を示す側断面図。FIG. 2 is a side sectional view showing a step of crushing a through hole drilling portion in the first embodiment.
【図３】第１実施形態における削孔工法によって地中壁
に貫通孔が削孔された状態を示す側断面図。FIG. 3 is a side sectional view showing a state in which a through hole is drilled in the underground wall by the hole drilling method in the first embodiment.
【図４】第２実施形態の曲がりボーリングマシンによる
連続壁の削孔工法における準備工程を示す側断面図。FIG. 4 is a side sectional view showing a preparation step in a continuous wall drilling method by the bending boring machine according to the second embodiment.
【図５】第２実施形態における貫通孔削孔箇所までボー
リング孔を掘削する工程を示す側断面図。FIG. 5 is a side sectional view showing a step of excavating a boring hole up to a through hole drilling location in the second embodiment.
【図６】第２実施形態における貫通孔の削孔工程を示す
側断面図。FIG. 6 is a side sectional view showing a through hole drilling step in the second embodiment.
【図７】第３実施形態の貫通孔削孔箇所に発信機を埋め
込んで連続壁を造成する工程を示す側断面図。FIG. 7 is a side sectional view showing a step of forming a continuous wall by embedding a transmitter in a through hole drilling place of the third embodiment.
【図８】第４実施形態及びその変形例を説明するための
図。FIG. 8 is a diagram for explaining the fourth embodiment and a modification example thereof.
【図９】地中壁と地下水路との関係を示す概念図。FIG. 9 is a conceptual diagram showing a relationship between an underground wall and a groundwater channel.
【図１０】地中壁と地下水路用の貫通孔をシールドマシ
ンで削孔する仮定の状態を示す概念図。FIG. 10 is a conceptual diagram showing a hypothetical state in which a ground wall and a through hole for a groundwater channel are drilled by a shield machine.
【図１１】図８の第４実施形態の変形例を示す図。FIG. 11 is a view showing a modified example of the fourth embodiment of FIG.
Ｂ１、Ｂ２・・地中構造物 Ｐ・・・貫通孔削孔箇所 Ｗ・・・地中壁 Ｒｗ・・・地下水路 φａ・・・貫通孔 Ｍｆ・・・曲がりボーリングマシン Ｈｍ１・・モニタ ３・・・破砕用薬剤 ５・・・ボーリング孔 ７・・・強度の低い材料 B1, B2 .... Underground structures P: Through hole drilling point W ... underground wall Rw ... underground waterway φa ... through hole Mf ... Bending boring machine Hm1 ... Monitor 3 ... Crushing agent 5 ... Boring hole 7 ... Low strength material
Claims (5)
充填して地中壁を造成する地中壁造成工程と、破砕用薬
剤により造成された地中壁の貫通孔削孔箇所を破砕する
工程、とを有することを特徴とする地中壁の削孔工法。1. An underground wall forming step of filling a crushing agent into a portion where a through hole should be drilled to form an underground wall, and a through hole drilling point of the underground wall formed by the crushing agent. A method for boring a ground wall, which comprises a step of crushing.
地上位置から、掘削進行方向を自在に変更出来る掘削手
段を用いて当該地中壁の貫通孔削孔箇所までボーリング
孔を掘削する掘削工程と、前記掘削手段を用いて地中壁
に貫通孔を削孔する削孔工程、とを有することを特徴と
する地中壁の削孔工法。2. A boring hole is drilled from a ground position distant from a ground wall where a through hole should be drilled, to a through hole drilling location of the ground wall by using a drilling means capable of freely changing the excavation advancing direction. And a drilling step of drilling a through hole in the underground wall by using the drilling means.
段を誘導するための誘導手段を埋め込みつつ地中壁を造
成する地中壁造成工程を含む請求項２の地中壁の削孔工
法。3. The underground wall cutting process according to claim 2, further comprising a underground wall forming step of forming an underground wall while burying a guiding means for guiding the excavating means at a position where a through hole should be drilled. Hole construction method.
すべき箇所には強度が低い材料が使用される請求項１〜
３の何れか１項の地中壁の削孔工法。4. A material having low strength is used in a portion where a through hole is to be drilled in the underground wall forming step.
Drilling method for underground wall according to any one of 3 above.
すべき箇所には自然分解性材料が使用される請求項１〜
３の何れか１項の地中壁の削孔工法。5. The naturally degradable material is used in a place where a through hole is to be drilled in the underground wall forming step.
Drilling method for underground wall according to any one of 3 above.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001258943A JP2003064663A (en) | 2001-08-29 | 2001-08-29 | Construction method for drilling hole in underground wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001258943A JP2003064663A (en) | 2001-08-29 | 2001-08-29 | Construction method for drilling hole in underground wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2003064663A true JP2003064663A (en) | 2003-03-05 |
Family
ID=19086383
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001258943A Pending JP2003064663A (en) | 2001-08-29 | 2001-08-29 | Construction method for drilling hole in underground wall |
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| Country | Link |
|---|---|
| JP (1) | JP2003064663A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006299730A (en) * | 2005-04-25 | 2006-11-02 | Chem Grouting Co Ltd | Soil improving method |
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|---|---|---|---|---|
| JPH07268863A (en) * | 1994-02-09 | 1995-10-17 | Taisei Corp | Underground wall and method for building the same |
| JPH1030228A (en) * | 1996-07-17 | 1998-02-03 | Zenitaka Corp | Construction method for underground continuous wall and square pipe steel |
| JPH10245841A (en) * | 1997-03-04 | 1998-09-14 | Ohbayashi Corp | Underground water-permeability construction method and underground water-permeable device |
| JPH1121877A (en) * | 1997-06-30 | 1999-01-26 | Kubota Corp | Restoring method for underground water vein using sheathing wall with steel pipe columns |
| JPH11158903A (en) * | 1997-11-26 | 1999-06-15 | Ohbayashi Corp | Method for permeation of underground continuous wall and reinforcement cage used therefor |
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2001
- 2001-08-29 JP JP2001258943A patent/JP2003064663A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07268863A (en) * | 1994-02-09 | 1995-10-17 | Taisei Corp | Underground wall and method for building the same |
| JPH1030228A (en) * | 1996-07-17 | 1998-02-03 | Zenitaka Corp | Construction method for underground continuous wall and square pipe steel |
| JPH10245841A (en) * | 1997-03-04 | 1998-09-14 | Ohbayashi Corp | Underground water-permeability construction method and underground water-permeable device |
| JPH1121877A (en) * | 1997-06-30 | 1999-01-26 | Kubota Corp | Restoring method for underground water vein using sheathing wall with steel pipe columns |
| JPH11158903A (en) * | 1997-11-26 | 1999-06-15 | Ohbayashi Corp | Method for permeation of underground continuous wall and reinforcement cage used therefor |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2006299730A (en) * | 2005-04-25 | 2006-11-02 | Chem Grouting Co Ltd | Soil improving method |
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