JPH04155099A - Underground installation of tube and pilot tube therefor - Google Patents

Underground installation of tube and pilot tube therefor

Info

Publication number
JPH04155099A
JPH04155099A JP27978090A JP27978090A JPH04155099A JP H04155099 A JPH04155099 A JP H04155099A JP 27978090 A JP27978090 A JP 27978090A JP 27978090 A JP27978090 A JP 27978090A JP H04155099 A JPH04155099 A JP H04155099A
Authority
JP
Japan
Prior art keywords
pipe
tube
auger
ground
underground
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
JP27978090A
Other languages
Japanese (ja)
Other versions
JP2507827B2 (en
Inventor
Fukutaro Mochizuki
望月 福太郎
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.)
ISHIFUKU KENSETSU KK
Original Assignee
ISHIFUKU KENSETSU KK
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 ISHIFUKU KENSETSU KK filed Critical ISHIFUKU KENSETSU KK
Priority to JP2279780A priority Critical patent/JP2507827B2/en
Publication of JPH04155099A publication Critical patent/JPH04155099A/en
Application granted granted Critical
Publication of JP2507827B2 publication Critical patent/JP2507827B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Abstract

PURPOSE:To avoid crumbling by receiving earth pressure with an annular body while observing, visually with a transit, around excavation and earth removal done by auger to watch if an inserted tube is bent or not and, if bent, correcting it with an inner and outer loading sections. CONSTITUTION:A system comprises an excavator 2 provided with a hydraulic motor M capable of advancing and retracting by means of a hydraulic cylinder 7, a tube 4 attached to the pressure plate 3 of the excavator and to be driven into the ground for placing waterworks and sewage ducts, and an auger 5. The auger 5 is extended or retracted as required within a certain range by means of extending means. A spiral 14 connected to the auger 5 is attached to the outer circumference of an excavating head 12. A joining member 16 for engagement with an auger shaft 8 is provided on the inner end of the head 12. An annular body 20 is placed around a bit 15. A series of bearing-like portion is formed by connecting the tube 4 to the annular body 20 when the body 20 is located in front of the tube 4 to prevent crumbling. This prevents buildings nearby from sinking.

Description

【発明の詳細な説明】 (産業上の利用分野) 本発明は、地中に管路を形成するための管の地中埋設方
法およびその先導管に係るもので、詳しくは、軟弱地盤
においての挿管であっても、先導管から土砂の取り込み
過剰による上部の道路陥没や周辺家屋等の建造物沈下事
故が防止できて、しかも、孔開がりの修正にあっては管
の回転を容易に行なってその動力を軽減させることがで
きる管の地中埋設方法およびその先導管に関する。
Detailed Description of the Invention (Field of Industrial Application) The present invention relates to a method for burying a pipe underground to form a conduit underground, and a lead pipe thereof. Even with intubation, it is possible to prevent accidents such as the collapse of the upper road and the subsidence of buildings such as surrounding houses due to excessive intake of earth and sand from the lead pipe, and the pipe can be easily rotated when correcting the hole. The present invention relates to a method for burying a pipe underground that can reduce the power required for burying the pipe, and a leading pipe thereof.

(従来の技術) 従来、地中に管路を形成するための工法は、第12図に
示すような挿管装置40を用いて行なうことが知られて
おり、推進機41により地中へ挿嵌する管42と、該管
42の外周を把持して回転させる旋回手段43と、前記
管32を回転手段(図示せず)により回転されるオーガ
44と、該オーガ44の先端に取り付けた掘削ヘッド4
5とより構成されるもので、特に、地盤の掘削を行なう
掘削ヘッド45は、例えば、砂礫層においての掘削では
、前記オーガ44の先端において土砂の取入れ口を有す
る面板状に形成してあって、その全面に所定配列で超硬
等の付刃46を施したものである。
(Prior Art) Conventionally, it has been known that a method for forming underground pipes is to use an intubation device 40 as shown in FIG. a rotating means 43 that grips and rotates the outer periphery of the tube 42; an auger 44 that rotates the tube 32 by a rotating means (not shown); and a drilling head attached to the tip of the auger 44. 4
In particular, the excavation head 45 for excavating the ground is formed in the shape of a face plate having an earth and sand intake port at the tip of the auger 44, for example, when excavating in a gravel layer. , the entire surface of which is provided with attached blades 46 made of carbide or the like in a predetermined arrangement.

また、挿管時に生ずる孔曲がりを修正するために、前記
管42の先端には管先を斜めに切断した傾斜縁47を形
成しであるもので、掘削孔へ管42を圧入して、この管
42により、地中へ上下水道、送電用、送信用、その他
の管路を形成させるものである。
In addition, in order to correct hole bending that occurs during intubation, an inclined edge 47 is formed at the tip of the tube 42 by cutting the tube tip diagonally. 42, to form water, sewerage, power transmission, transmission, and other conduits underground.

(発明が解決しようとする課題) 前記した従来の地中挿管装!および工法を用いて、砂礫
層等の軟弱地盤の掘削を行なうときは、先掘り掘進を行
なうと前方の地盤の崩壊を生ずるため、掘削ヘッドを管
の先端より若干下げた状態、すなわち、管内に該ヘッド
を収容した状態で掘削および挿管な行なうものであるが
、掘削中、その前方において硬質な地盤や、大きな玉石
混じりのルーズな地盤に遭遇した場合は、前記掘削ヘッ
ドを管内へ収納した状態ではこれら障害物の掘削ができ
ないので、第13図に示すように、該掘削ヘッドを管先
端より繰り出した先掘り状態で行なわなければならない
から、同図に示すように、その上部において地盤の崩壊
を来して地表部の落盤を発生させる。
(Problem to be solved by the invention) The above-mentioned conventional underground intubation device! When excavating soft ground such as sand and gravel layers using the excavation method, the excavation head should be kept slightly lower than the tip of the pipe, in other words, the excavation head should be kept slightly lower than the tip of the pipe, because digging ahead will cause the ground in front to collapse. Excavation and tube intubation are performed with the excavation head housed in the pipe, but if hard ground or loose ground mixed with large boulders is encountered during excavation in front of the excavation head, the excavation head should be housed in the pipe. Since it is not possible to excavate through these obstacles, as shown in Figure 13, the excavation head must be extended from the tip of the pipe and the excavation must be carried out in advance. This causes a cave-in on the ground surface.

また、挿管時に、例えば、管が上向きの孔曲がりを生じ
たときは、前記旋回手段により該管を回転させて、第1
3図に示すように、先端の傾斜縁を上向きに位置させる
ことで、管先端の下部尖鋭部が地盤へ食い込んで曲がり
を修正する作用を行なうが、この状態で挿管を続けると
、砂礫層や滞水層等の軟弱地盤では、前記傾斜縁におけ
る上部が斜めに開放しているため、上からの土圧受部を
失って、該部分の土砂を過剰に取り込み前記同様に地盤
の沈下を起こす。
Further, during intubation, for example, when the tube has an upward hole bend, the tube is rotated by the rotating means and the first
As shown in Figure 3, by positioning the inclined edge of the tip upward, the sharp lower part of the tip of the tube digs into the ground and corrects the bend, but if the intubation is continued in this state, it will cause a layer of sand and gravel. In soft ground such as an aqueous layer, the upper part of the slope edge is diagonally open, so the earth pressure receiving part from above is lost, and the earth and sand in this part are taken in excessively, causing the ground to sink as described above.

特に、この傾斜縁は、曲がり修正のために管を回転した
ときは、該回転により第13図において符合りで示す地
盤を掘削して移動するため、この掘削圧による抵抗が作
用してその回転が困難であると共に、曲がりを修正する
ときの回転に非常に大きな回転駆動力を必要とする。
In particular, when the pipe is rotated to correct the bend, this rotation excavates the ground indicated by the symbol in Figure 13 and moves the sloped edge, so resistance due to this excavation pressure acts and causes the rotation. It is difficult to correct the bend, and requires a very large rotational driving force to rotate when correcting the bend.

また、前記した挿管中の地盤の崩壊を防止させる方法と
して、慣用の薬液注入等の補助工法が知られているが、
この工法は該薬液が極めて高価であって必然的に施工費
の高騰を招(もので、しかも、その注入量も十分でない
と直もあるいは経年後当該地盤の沈下を起こす原因とな
る。
In addition, as a method for preventing the collapse of the ground during intubation, auxiliary methods such as conventional chemical injection are known.
This method uses extremely expensive chemical solutions, which inevitably leads to a rise in construction costs.Moreover, if the amount of the chemical solution is not injected in sufficient quantities, it can cause the ground to sink, either immediately or over time.

等の様々な問題点を有するものであった。It had various problems such as.

本発明は前記した問題点を解決するためになされたもの
で、軟弱地盤においての挿管であっても、土砂の取り込
み過剰による上部の道路陥没や周辺家屋等の建造物沈下
事故が防止できて、しかも、孔曲がりの修正にあっては
、管の回転を容易に行なってその動力を軽減させること
ができる管の地中埋設方法およびその先導管を提供する
ことを目的としている。
The present invention has been made to solve the above-mentioned problems, and even when intubating in soft ground, it is possible to prevent the collapse of the upper road and the sinking of buildings such as surrounding houses due to excessive uptake of earth and sand. Moreover, it is an object of the present invention to provide a method for burying a pipe underground, which can easily rotate the pipe and reduce the power required to correct a bent hole, and a lead pipe thereof.

(課題を解決するための手段) 前記した目的を達成するための本発明の手段は、 fil■削進機により地中へ挿管しつつ、該管内に挿入
して駆動手段により回転されるオーガビット付きのオー
ガにより、地盤の掘削と排土を行なう管の地中埋設方法
において、■先頭オーガに内設したターゲットを削進機
後方のトランシットにより目視しながら挿管時の管曲が
りを監視し、 ■その挿管方向に曲がりを生じたときは、管を回転させ
てその曲がり方向へ先導管における外斜截部を位置させ
、 ■また、前記臼がり方向と反対側へ先導管における内斜
截部を位置させて、推進方向を修正しながら挿管すると
共に、 ■管の先端より前記オーガビットを繰り出しつつ、該オ
ーガビットの外周に付設した環体により上部地山の土圧
を受けながら掘削する管の地中埋設方法と、 (2)■地中埋設管の先端に取り付けられる先導管にお
いて、 ■前記地中埋設管と同径か大径の外形を有し、該地中埋
設管の内径とその内径を一致させて地中埋設管へ連結し
た管体と、 ■原管体の前端面部を軸方向に対して垂直に形成し、該
前端面部に略半分づつ一連的に設けて、削進機の推進に
より地中に食い込む外斜截部と内斜截部と、 を備えさせた管の地中埋設用先導管の構成にある。
(Means for Solving the Problems) Means of the present invention for achieving the above-mentioned object is an auger bit inserted into the tube and rotated by a drive means while being inserted into the ground by a fil■ excavator. In the underground pipe burying method, which excavates the ground and removes soil using an auger with an attached auger, ■ monitor the tube bending during intubation while visually observing the target installed in the leading auger using the transit at the rear of the excavator. When a bend occurs in the direction of intubation, rotate the tube and position the external beveled part of the leading tube in the direction of the bend; The auger bit is fed out from the tip of the tube, and a ring attached to the outer circumference of the auger bit receives the earth pressure of the upper ground while excavating the tube. Underground burial method; A pipe body connected to an underground pipe with the same inner diameter; ■The front end face of the original pipe body is formed perpendicular to the axial direction, and approximately half of the main pipe body is continuously provided on the front end face part, and a cutting machine is installed. The structure of a lead pipe for underground burial is provided with an external oblique part and an internal oblique part that penetrate into the ground by the propulsion of the pipe.

(作  用) 前記のように構成される本発明は以下に述べる作用を奏
する。
(Function) The present invention configured as described above exhibits the following effects.

管路を形成すべき砂礫層の地盤の発進坑側において、地
盤の切端に管を当て、オーガビットを管先端より繰り出
したいわゆる先掘り状態で、前記管を削進機により加圧
しつつ駆動手段によりオーガを回転させると、硬質な地
盤や玉石混じりのルーズな地盤が、前記オーガビットに
より掘削されると共に、掘削された土砂や石をオーガに
よって後方へ移動して排出され挿管がなされる。
On the starting shaft side of the ground in the sand and gravel layer where the pipe is to be formed, the pipe is placed against the cutting edge of the ground, and an auger bit is fed out from the tip of the pipe in a so-called pre-digging state, and the pipe is pressurized by a cutting machine while the drive means is being moved. When the auger is rotated, hard ground or loose ground mixed with cobbles is excavated by the auger bit, and the excavated earth, sand and stones are moved backward by the auger and discharged, and intubation is performed.

また、軟弱な砂礫層は地盤が安定してないもので、オー
ガビットと管の先端とに空間を生ずると該部分上方の崩
壊を起こすことがあるが、オーガビットが前方へ繰り出
した状態であっても、該オーガビットの外周に付設した
所定幅の環体により、管の先端と面板との間を閉塞させ
であるので、上方からの土圧をこれにより支承させて該
部分の崩壊を抑えるものである。
In addition, the ground of a soft gravel layer is not stable, and if a space is created between the auger bit and the tip of the pipe, the upper part of the part may collapse, but if the auger bit is extended forward, the ground may not be stable. However, since the ring body of a predetermined width attached to the outer circumference of the auger bit closes the space between the tip of the pipe and the face plate, the earth pressure from above is supported and the collapse of the part is suppressed. It is something.

なお、前記した障害物を有しない地盤の場合は、オーガ
ビットを管の端縁に合わせるか、あるいは、少し引っ込
め管内に収納した状態において、管の挿入とオーガの回
転により挿管するものである。
If the ground does not have the above-mentioned obstacles, the auger bit should be aligned with the edge of the tube, or the auger bit should be slightly retracted and stored in the tube, and the tube should be inserted and the auger rotated to intubate the tube.

そして、通常、切羽口の安定の悪い滞水層では、先導管
の該端部に形成させた外斜截部を上部に、他側の内斜截
部を下部にした状態で管を推進させると、該先導管の端
部は常に下部方向に向かって食い込むように挿管される
Normally, in a water retention layer with a poorly stable face, the pipe is propelled with the outer bevel formed at the end of the leading pipe at the top and the inner bevel on the other side at the bottom. Then, the leading tube is inserted so that the end thereof always bites downward.

また、先頭オーガに内設したターゲットを削進機後方の
トランシットにより目視しながら挿管時の管曲がりを監
視し、その挿管方向に曲がりを生じたときは、削進機に
付設した旋回手段を操作して管を回転させ、その曲がり
方向へ先導管における外斜截部を位置させ、更に、これ
に伴って、前記臼がり方向と反対側へ先導管における内
斜截部を位置させて推進させると、その曲がった方向が
修正されて水平かつ挿入方向横ぶれのない正確で高精度
な挿管が行なわれる。
In addition, tube bending during intubation is monitored while visually observing the target installed in the leading auger using the transit at the rear of the cutting machine, and if a bend occurs in the direction of intubation, the turning means attached to the cutting machine is operated. to rotate the tube, position the externally beveled portion of the leading tube in the bending direction, and further position and propel the internally beveled portion of the leading tube toward the opposite side of the turning direction. Then, the bent direction is corrected, and accurate and high-precision intubation is performed horizontally and without lateral deviation in the insertion direction.

(実 施 例) 次に本発明に関する管の地中埋設方法およびその先導管
の一実施例を図面に基づいて説明する。
(Embodiment) Next, an embodiment of a method for burying a pipe underground and its leading pipe according to the present invention will be described based on the drawings.

第1図においてAは地中挿管装置で、発進坑1内に進退
自在に載置した推進機2と、該推進機2の押圧板3に取
り付けて地中へ埋入する管4と、該管4内に挿嵌するオ
ーガ5とにより基本的に構成されるものである。
In FIG. 1, A is an underground intubation device, which includes a propulsion device 2 placed movably in a starting shaft 1, a tube 4 attached to a pressure plate 3 of the propulsion device 2 and buried underground, and a It basically consists of an auger 5 that is inserted into a tube 4.

推進機2は、前記発進坑1内に敷設した水平ベツド6上
に油圧シリンダ7等により進退自在に係合させてあって
、前記オーガ5の軸8を回転させる油圧モータ等の駆動
手段Mを載置しである。
The propulsion device 2 is engaged with a horizontal bed 6 laid in the starting shaft 1 by means of a hydraulic cylinder 7 or the like so that it can move forward and backward, and has a drive means M such as a hydraulic motor that rotates the shaft 8 of the auger 5. It is installed.

前記管4は、所定長さ、例えば、3000mmに形成し
た鋼管を順次継ぎ合わせて、前記発進坑1から到達坑(
図示せず)までの地中に埋設し、上下水道やガス・電気
・電話線等の敷設用、あるいは、その他の管路な形成す
るものであり、内径的250〜800mmのもので、前
記鋼管以外にも塩化ビニル管またはヒユーム管等が用い
られる場合もある。
The pipe 4 is constructed by sequentially joining steel pipes formed to have a predetermined length, for example, 3000 mm, from the starting shaft 1 to the reaching shaft (
(not shown) and is used to lay water, sewage, gas, electricity, telephone lines, etc., or to form other conduits, and has an inner diameter of 250 to 800 mm. In addition to these, a vinyl chloride pipe or a Huum pipe may also be used.

前記したオーガ5は、前記管4の内部に挿嵌して掘削土
を後方、すなわち、発進坑1へ排出するもので、オーガ
軸8の周面に所定ピッチの螺旋9を溶着してあり、前記
した管3の長さに形成し、かつ原管3の接続に伴って、
オーガ軸8の両端部に設けた凹凸状の接合部材20.1
2により連結して延長するものである。
The auger 5 is inserted into the pipe 4 to discharge the excavated soil backward, that is, into the starting shaft 1, and has a spiral 9 of a predetermined pitch welded to the circumferential surface of the auger shaft 8. Formed to the length of the tube 3 described above, and with the connection of the original tube 3,
Irregular joint members 20.1 provided at both ends of the auger shaft 8
2 to be connected and extended.

なお、このオーガ5は、軸方向に対して図示してない繰
出手段により、O〜300 mm程度の範囲内において
任意に進退されるもので、後記する掘削ヘッドを前記管
4の外端より前方へ繰り出したり、あるいは、管4内へ
収納したりできるようにしである。
Note that this auger 5 is moved forward and backward at will within a range of about 0 to 300 mm in the axial direction by a feeding means (not shown), and the excavation head (to be described later) is moved forward and backward from the outer end of the pipe 4. It is designed so that it can be taken out or stored inside the tube 4.

第1〜2図および第4〜11図において12は前記オー
ガ5の先端に取り付けた掘削ヘッドで、前記オーガ軸8
と略同径のヘッド軸13を設け、このヘッド軸13の外
周に前記オーガ5の螺旋9と連なる螺旋14を1ピッチ
程度取り付けて、該ヘッド軸13の外端には管3の内径
より若干小径の面板状のオーガビット15を支承させで
あるもので、このヘッド軸13の内端には、前記オーガ
軸8の凸状接合部材11に噛合する凹状接合部材16を
設けである。
1-2 and 4-11, reference numeral 12 denotes a drilling head attached to the tip of the auger 5, and the auger shaft 8
A head shaft 13 having approximately the same diameter is provided, and a spiral 14 connected to the spiral 9 of the auger 5 is attached to the outer periphery of this head shaft 13 by about one pitch. It supports an auger bit 15 in the form of a small-diameter face plate, and the inner end of this head shaft 13 is provided with a concave joint member 16 that engages with the convex joint member 11 of the auger shaft 8.

そして、このオーガビット15の外側には土砂を掘削す
る羽根および爪体17.18を取り付けて、該羽根およ
び爪体17.18に相応して、土砂あるいは玉石の取入
れ孔19を一箇所または複数箇所設けてあって、オーガ
5の回転に伴って前記オーガビット15面に当接する地
盤を掘削し、前記取入れ孔19より順次、管4内へ排土
させる。
Then, blades and claw bodies 17.18 for excavating earth and sand are attached to the outside of this auger bit 15, and one or more holes 19 for intake of earth and sand or cobbles are formed in accordance with the blades and claw bodies 17.18. As the auger 5 rotates, the ground in contact with the auger bit 15 surface is excavated, and the soil is sequentially discharged into the pipe 4 through the intake hole 19.

また、この掘削ヘッド12は、オーガビット15の外周
に、前記管4の内径より小径で該オーガビット15より
後方へ向かう環体2oを敷設しであるもので、前記オー
ガ5を繰り出してオーガビット15が管4の先端より外
側すなわち前方に位置したとき、この環体20が管4の
先端と連接されて、一連の軸受部状を形成するので、オ
ーガビット15と管4との間に隙間を有することがなく
、そのため、管4における前方の地盤の崩落が防止され
て、軟弱地盤の砂礫層にあって硬質な地盤や障害物に遭
遇しても、前記オーガビット15を繰り出して先掘り掘
削ができる。
Further, this excavation head 12 has a ring body 2o installed around the outer periphery of the auger bit 15, which has a smaller diameter than the inner diameter of the pipe 4 and extends toward the rear of the auger bit 15. When the auger bit 15 is located outside or in front of the tip of the tube 4, the annular body 20 is connected to the tip of the tube 4 to form a series of bearings, so there is no gap between the auger bit 15 and the tube 4. As a result, the ground in front of the pipe 4 is prevented from collapsing, and even if hard ground or obstacles are encountered in a sandy gravel layer of soft ground, the auger bit 15 can be brought out and excavated first. Can be excavated.

なお、この環体20は、前記オーガ5の繰出量に合わせ
て幅もO〜300 mm程度に設定されるもので、図示
してないが幅広のものから幅狭のものまで適宜形成され
る。
The width of the ring body 20 is set to be approximately 0 to 300 mm in accordance with the amount of delivery of the auger 5, and although not shown, the ring body 20 may be formed as appropriate from wide to narrow.

第4〜11図は前記した掘削ヘッド12の各側を示すも
ので、図において21は前記オーガビット15へ軸22
により起伏自在に取り付けた硬質地盤の掘削切刃で、掘
削中に、管4の外径以上の硬質障害物例えば岩盤等が存
在したときは、これを起立させて前記環体20の外周よ
り突出させ、オーガビット15の全面に植設した切刃2
3と共に破砕することにより容易に挿管されるものであ
り、また、前側へ起こしてオーガビット15面より突出
させるとこの切刃により破砕されるものである。
4 to 11 show each side of the above-described drilling head 12, and in the figures, 21 indicates a shaft 22 connected to the auger bit 15.
When a hard ground excavation cutting blade is attached so as to be able to rise and fall freely, during excavation, if there is a hard obstacle such as a bedrock that is larger than the outer diameter of the pipe 4, it is raised to protrude from the outer periphery of the ring body 20. The cutting blade 2 installed on the entire surface of the auger bit 15
By crushing the auger bit together with the auger bit 3, the tube can be easily intubated, and by raising it forward to protrude from the surface of the auger bit 15, the cutting blade can crush the auger bit.

各図において24は前記地中埋設管4の先端に溶接等に
より取り付けた先導管で、前記地中埋設管4と同径か大
径の外形を有し、該地中埋設管4の内径とその内径を一
致させて地中埋設管4へ連結した管体25の前端面部を
軸方向に対して直角に形成し、該前端面部に略半分づつ
一連的に設けて、削進機2の推進により地中に食い込む
外斜截部26と内斜截部27とを形成しであるもので、
先頭オーガ5に内設したターゲット28を削進機2後方
のトランシット29により目視しながら挿管時の管曲が
りを監視し、その挿管方向に曲がりを生じたときは、発
進坑1における削進機2の前方において、前記水平ベツ
ド6に固着した旋回手段30により原管4の外周を把持
して管4を所定角度回転させ、その曲がり方向へ先導管
24における外斜截部26を位置させ、また、前記曲が
り方向と反対側へ先導管24における内斜截部27を位
置させて、推進方向を修正しながら挿管するものであっ
て、原管4の先端は軸方向に対して直角に形成しである
ので、この管4の回転時は、地山をほとんど掘削するこ
とがなくて、したがって、端面に対して受ける土圧は軽
微であるため、容易に回転して前記旋回手段30の旋回
トルクはわずかでよいものである。
In each figure, 24 is a leading pipe attached to the tip of the underground pipe 4 by welding or the like, and has an outer diameter that is the same or larger than the underground pipe 4, and has an inner diameter that is equal to the inner diameter of the underground pipe 4. The front end surface of the pipe body 25 connected to the underground pipe 4 with the same inner diameter is formed perpendicular to the axial direction, and approximately half of the pipe body 25 is continuously provided on the front end surface to propel the excavator 2. It forms an external oblique part 26 and an internal oblique part 27 that dig into the ground.
The target 28 installed in the leading auger 5 is visually checked by the transit 29 behind the excavator 2 to monitor the tube bending during intubation, and if a bend occurs in the direction of intubation, the excavator 2 in the starting hole 1 In front of the horizontal bed 6, the rotating means 30 fixed to the horizontal bed 6 grips the outer periphery of the original tube 4, rotates the tube 4 by a predetermined angle, positions the externally beveled portion 26 of the leading tube 24 in the bending direction, and , the internally oblique part 27 of the leading tube 24 is positioned on the opposite side to the bending direction, and the tube is intubated while correcting the direction of propulsion, and the tip of the original tube 4 is formed perpendicular to the axial direction. Therefore, when the pipe 4 is rotated, the ground is hardly excavated, and therefore, the earth pressure exerted on the end face is slight, so that it rotates easily and the turning torque of the turning means 30 is increased. A small amount is good.

第3図は管4の先頭部において孔曲がり修正のための補
助手段して施した変形例で、管4先端より1,000+
+un程度の付近において一側へその全体を10〜20
mm屈曲させてあり、これにより孔曲がりの修正効果が
助長される。
Figure 3 shows an example of a modification made as an auxiliary means for correcting hole bending at the top of the tube 4.
10 to 20 times the entire area to one side near +un
It is bent by mm, which helps to correct the hole bending.

更に、オーガビット15と先導管24との取り付は状態
の各側を第4〜11図に示すもので、第4〜5図に示す
タイプは、ローム層や礫質上等の普通上からなる地盤に
おいて管4を推進する場合を示すもので、オーガビット
15は先導管24よりやや引き込んだ位置にセットし、
掘削中は切羽口の地山を痛めずに安定を図りながら施工
でき、また、先導管24の端部は掘削中に管4の沈下を
防止しながら施工する必要があるため、通常の挿管に当
たっては外斜截部26を上部に位置させて行なう。
Furthermore, the installation of the auger bit 15 and the leading pipe 24 is as shown in Figs. 4 to 11 on each side, and the type shown in Figs. This shows the case where the pipe 4 is propelled in the ground where the auger bit 15 is set at a position slightly retracted from the leading pipe 24.
During excavation, construction can be performed while maintaining stability without damaging the ground at the face, and since the end of the leading pipe 24 must be constructed while preventing the pipe 4 from sinking during excavation, it is difficult to perform normal intubation. This is done with the outer oblique part 26 positioned at the top.

第6〜7図に示すタイプは、滞水砂層や滞水砂礫層ある
いは玉石混じりの滞水砂礫層の地盤において管4を推進
する場合を示すもので、オーガビット15は先導管24
先端より相当引き込んだ位置にセットし、この場合も軟
弱地盤であるので、先導管24の端部は掘削中に管4の
沈下を防止しながら施工する必要があるため、通常の挿
管に当たっては外斜截部26を上部に位置させて行なう
The types shown in FIGS. 6 and 7 are for propelling the pipe 4 on the ground of a water-retaining sand layer, a water-retaining gravel layer, or a water-retaining gravel layer mixed with cobbles.
It is set in a position where it is pulled in considerably from the tip, and since the ground is soft in this case, the end of the leading pipe 24 must be constructed while preventing the pipe 4 from sinking during excavation, so it is difficult to remove it during normal intubation. This is done with the oblique part 26 positioned at the top.

第8〜9図に示すタイプは、土丹層や軟岩層等の硬質地
盤やコンクリート塩等の地中障害物が混在している地盤
において管4を推進する場合を示すもので、オーガビッ
ト15は先導管24先端より少し前に出た状態にセット
して掘削するもので、この地盤においては挿管方向が安
定しにくいため、推進時は常に孔曲がりを監視して所定
の精度より推進軌道を逸脱したら、速やかに原管4を旋
回手段30により希望する方向へ回転させるものであっ
て、先導管24の端面位置は孔曲がりの修正と共に変位
するのでその基本位置は持たない。
The types shown in Figures 8 and 9 are for propelling the pipe 4 in hard ground such as the Dotan layer or soft rock layer, or in ground where underground obstacles such as concrete salt are mixed. The hole is set slightly in front of the tip of the leading pipe 24 during excavation, and since the direction of the canal is difficult to stabilize in this ground, the bending of the hole is constantly monitored during propulsion, and the propulsion trajectory is adjusted to a predetermined accuracy. If it deviates, the master tube 4 is immediately rotated in the desired direction by the turning means 30, and the end face position of the leading tube 24 does not have its basic position because it is displaced along with correction of the hole bending.

第1O〜11図に示すタイプは、固結した砂礫層等の硬
質地盤において管4を推進する場合を示すもので、オー
ガビット15は先導管24先端より少し前に出たいわゆ
る先掘り状態にセットして掘削するものであるが、切羽
0地山部の安定も良い上に、オーガビット15の外周に
設けた環体20により上部地山の崩壊が防止される。
The type shown in Figures 1O to 11 is for propelling the pipe 4 in hard ground such as a consolidated gravel layer, and the auger bit 15 is in a so-called pre-digging state slightly in front of the tip of the leading pipe 24. Although the auger bit 15 is set and excavated, the rock part with zero face is stable, and the ring body 20 provided around the outer periphery of the auger bit 15 prevents the upper rock from collapsing.

そして、掘進時の先導管24先端部の基本位置は、孔曲
がり修正時以外は、その外斜截部26を上部に内斜截部
を下部に位置させて掘削するものである。
The basic position of the tip of the leading pipe 24 during excavation is such that the outer oblique part 26 is located at the upper part and the inner oblique part is located at the lower part, except when correcting a hole bend.

(発明の効果) 前述のように本発明の地中挿管装置用掘削ヘッドは、砂
礫層等の軟弱地盤の挿管において、掘削中に硬質の地盤
や障害物に遭遇しても、オーガビットに設けた環体の幅
の範囲内において、該オーガビットを管の前端より繰り
出すことにより、オーガビットで硬質地盤や障害物を掘
削して除去することができ、このとき、オーガビットと
管の先端とは該環体により隙間を閉塞させであるので、
管の上方の地盤や地山崩壊が防止できて、地表面の落盤
を引き起こすことがない。
(Effects of the Invention) As described above, the excavation head for underground intubation equipment of the present invention can be installed on the auger bit even if it encounters hard ground or obstacles during intubation of soft ground such as sand and gravel layers. By letting out the auger bit from the front end of the pipe within the width of the ring body, it is possible to excavate and remove hard ground or obstacles with the auger bit. At this time, the auger bit and the tip of the pipe Since the gap is closed by the ring,
This prevents the ground and ground above the pipe from collapsing, and does not cause a cave-in on the ground surface.

更に、管の先端に取り付けた先導管における方向修正用
の内、外斜截部は、該先導管の軸方向に対して直角に形
成しであるので、従来の方向修正用の傾斜縁のように上
部に大きな開放を生ずることなく、そのため、該端部上
方の地山を崩落させて、土砂の取り込み過剰による上部
の道路陥没や周辺家屋等のj物性下事故が防止できるも
のである。
Furthermore, since the inner and outer beveled portions for direction correction in the leading tube attached to the tip of the tube are formed perpendicular to the axial direction of the leading tube, they are similar to the conventional sloped edges for direction correction. Therefore, the ground above the edge collapses without causing a large opening in the upper part, and it is possible to prevent the upper part of the road from collapsing due to excessive uptake of earth and sand, and accidents caused by damage to surrounding houses, etc.

特に、本発明の先導管における斜截部:前記構成により
方向修正のための管の回−前部の土庄および掘削圧がほ
とんど該端7掛からないので、該地中埋設管が簡単か・
トルクの出力で作動させることができる1で、小型の旋
回手段を採用することかで)経済的であり、しかも、狭
い発進坑内を1利用することができるものである。
Particularly, the oblique part of the leading pipe of the present invention: Due to the above-mentioned structure, almost no soiling and excavation pressure is applied to the front part of the pipe for direction correction, so that the underground pipe can be easily installed.
It can be operated by torque output, is economical (by employing a small turning means), and can utilize a narrow starting shaft.

本発明に係る工法は、先導管端部よ町 オーガビットの進退と、該先導管に設けt面の形状との
相乗効果により、従来懸案上れていた工事中あるいは工
事後の当該地鳴沈下や崩落等の問題点が解決され、高佃
あって十分に利用することができない薬沼入等の補助工
法が全く必要がなくなって、単かつ安価に地中への挿管
工事が行なえるのである。
The construction method according to the present invention has a synergistic effect between the advancement and retreat of the town auger bit from the end of the lead pipe and the shape of the T-plane provided on the lead pipe, thereby reducing ground subsidence during or after construction, which has been a concern in the past. This solves problems such as pipes and collapses, eliminates the need for auxiliary construction methods such as potholes, which cannot be fully utilized due to the high land, and allows for simple and inexpensive underground pipe work. .

特有の効果を奏するものである。It has a unique effect.

室造  4、図面の簡単な説明 第1図は本発明に関する管の地中埋設方法によ・   
用いる挿管装置の一実施例を示す一部縦断正面云に  
 図、第2図は同上の管の先頭部分を示す断面萌に  
 図。第3図は同上の管の先頭部分を折曲させたつ低 
  状態を示す一部縦断面図、第4〜11図は管に挿し
の   嵌した掘削ヘッドの各側を示すもので、第4゜
啄て   6.7.8.10.11図は縦断正面図、第
561効   9,11図は側面図。第12図は従来の
地中挿管装置を示す一部縦断正面図、第13図は同上に
おけ;の   るオーガビットを繰り出した状態の一部
を示す[縦断正面図である。
Murozuko 4. Brief explanation of the drawings Figure 1 shows the method of burying pipes underground according to the present invention.
A partially longitudinal front view showing an example of the intubation device used.
Figure 2 shows a cross-section showing the front end of the same pipe as above.
figure. Figure 3 shows a lower tube with the top part bent.
Partial vertical sectional views showing the condition, Figures 4 to 11 show each side of the drilling head inserted into the pipe, and Figures 4 to 11 are longitudinal sectional front views. , 561st effect Figures 9 and 11 are side views. Fig. 12 is a partially longitudinal front view showing a conventional underground intubation device, and Fig. 13 is a longitudinal sectional front view showing a part of the auger bit in the same state as above.

′さ 1の    図において2は削進機、4は管、9は駆動
子iで   段、5はオーガ、15はオーガビット、2
8はター[注   ゲット、29はトランシット、24
は先導管、26は簡   外斜截部、27は内斜截部、
20は環体である。
In the figure of 1, 2 is a cutting machine, 4 is a tube, 9 is a driver i stage, 5 is an auger, 15 is an auger bit, 2
8 is target, 29 is transit, 24
is the leading pipe, 26 is the simple outer oblique section, 27 is the inner oblique section,
20 is a ring.

too

Claims (2)

【特許請求の範囲】[Claims] (1)削進機により地中へ挿管しつつ、該管内に挿入し
て駆動手段により回転されるオーガビット付きのオーガ
により、地盤の掘削と排土を行なう管の地中埋設方法に
おいて、先頭オーガに内設したターゲットを削進機後方
のトランシットにより目視しながら挿管時の管曲がりを
監視し、その挿管方向に曲がりを生じたときは、管を回
転させてその曲がり方向へ先導管における外斜截部を位
置させ、 また、前記曲がり方向と反対側へ先導管における内斜截
部を位置させて、推進方向を修正しながら挿管すると共
に、管の先端より前記オーガビットを繰り出しつつ、該
オーガビットの外周に付設した環体により上部地山の土
圧を受けながら掘削することを特徴とする管の地中埋設
方法。
(1) In an underground pipe burying method, the pipe is inserted into the ground using a cutting machine, and the ground is excavated and earth is removed using an auger with an auger bit inserted into the pipe and rotated by a drive means. Monitor tube bending during intubation while visually observing the target installed in the auger using the transit at the rear of the cutting machine. If a bend occurs in the direction of intubation, rotate the tube and move the guide tube in the direction of the bend. Also, position the inner beveled part of the leading tube on the opposite side to the bending direction, and intubate the tube while correcting the direction of propulsion, while feeding out the auger bit from the tip of the tube. A method for burying pipes underground, characterized by excavating while receiving earth pressure from the upper ground using a ring attached to the outer circumference of an auger bit.
(2)地中埋設管の先端に取り付けられる先導管におい
て、前記地中埋設管と同径か大径の外形を有し、該地中
埋設管の内径とその内径を一致させて地中埋設管へ連結
した管体と、該管体の前端面部を軸方向に対して垂直に
形成し、該前端面部に略半分づつ一連的に設けて、削進
機の推進により地中に食い込む外斜截部と内斜截部とを
備えさせたことを特徴とする管の地中埋設用先導管。
(2) A lead pipe attached to the tip of an underground pipe has an outer diameter that is the same or larger than the underground pipe, and is buried underground with the inner diameter of the underground pipe matching the inner diameter. A pipe body connected to a pipe, and a front end face of the pipe body formed perpendicular to the axial direction, and an external slope that is continuously provided approximately in half on the front end face part and penetrates into the ground by the propulsion of a cutting machine. A lead pipe for underground burial of a pipe, characterized by comprising a cut part and an inner oblique cut part.
JP2279780A 1990-10-18 1990-10-18 Underground method of pipe Expired - Fee Related JP2507827B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2279780A JP2507827B2 (en) 1990-10-18 1990-10-18 Underground method of pipe

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2279780A JP2507827B2 (en) 1990-10-18 1990-10-18 Underground method of pipe

Publications (2)

Publication Number Publication Date
JPH04155099A true JPH04155099A (en) 1992-05-28
JP2507827B2 JP2507827B2 (en) 1996-06-19

Family

ID=17615821

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2279780A Expired - Fee Related JP2507827B2 (en) 1990-10-18 1990-10-18 Underground method of pipe

Country Status (1)

Country Link
JP (1) JP2507827B2 (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0791179A (en) * 1993-09-27 1995-04-04 Nagano Yuki Kk Pipe driving method and its device
JP2006336263A (en) * 2005-06-01 2006-12-14 East Japan Railway Co Leading pipe and piping method of the leading pipe
JP2008150915A (en) * 2006-12-20 2008-07-03 Kinki Kaihatsu:Kk Chemical injector

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101353499B1 (en) * 2013-03-20 2014-01-20 윤계천 Apparatus to pile pipe in tunnel and method using the same

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5082814A (en) * 1973-11-21 1975-07-04
JPS6085392U (en) * 1983-11-14 1985-06-12 株式会社扶桑技研 Lead pipe for underground pipes
JPS6439496A (en) * 1987-08-04 1989-02-09 Tokyu Kensetsu Kk Double pipe type excavator

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5082814A (en) * 1973-11-21 1975-07-04
JPS6085392U (en) * 1983-11-14 1985-06-12 株式会社扶桑技研 Lead pipe for underground pipes
JPS6439496A (en) * 1987-08-04 1989-02-09 Tokyu Kensetsu Kk Double pipe type excavator

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0791179A (en) * 1993-09-27 1995-04-04 Nagano Yuki Kk Pipe driving method and its device
JP2006336263A (en) * 2005-06-01 2006-12-14 East Japan Railway Co Leading pipe and piping method of the leading pipe
JP2008150915A (en) * 2006-12-20 2008-07-03 Kinki Kaihatsu:Kk Chemical injector

Also Published As

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