JP3489812B2 - Non-drilling pipe burial method - Google Patents
Non-drilling pipe burial methodInfo
- Publication number
- JP3489812B2 JP3489812B2 JP23267599A JP23267599A JP3489812B2 JP 3489812 B2 JP3489812 B2 JP 3489812B2 JP 23267599 A JP23267599 A JP 23267599A JP 23267599 A JP23267599 A JP 23267599A JP 3489812 B2 JP3489812 B2 JP 3489812B2
- Authority
- JP
- Japan
- Prior art keywords
- drill
- reamer
- drill head
- diameter
- rack
- 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 - Fee Related
Links
Landscapes
- Earth Drilling (AREA)
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、管埋設工事に使用
される非開削管埋設工法で、特に様々な地盤条件に対応
でき工期及び工事コスト面で優れる非開削管埋設工法に
関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a non-open cutting pipe burying method used for pipe burying work, and more particularly to a non-open cutting pipe burying method which can cope with various ground conditions and is excellent in terms of construction period and construction cost.
【０００２】[0002]
【従来の技術】従来、上下水道、電力線、通信線、及び
ガス等の管埋設工事は、軌道や水路等の下を通すような
特殊な工事を除き、地表面から管埋設位置まで地盤の掘
削を行う開削工事として行われてきた。しかし、近年は
工事に伴う環境負荷の低減や工事期間の短縮、また道路
部分の開削に伴う交通寸断の解消等が強く求められてお
り、これらに対応できる各種の非開削工法による工事も
行われるようになっている。こうした非開削の管埋設工
法としては、従来から電磁誘導式の非開削工法が一般的
に利用されており、この非開削工法の一例を図４〜図９
に示す。図４は従来の非開削管埋設工法で用いるドリル
ヘッドの斜視図、図５は従来の非開削管埋設工法で用い
る拡径用リーマの斜視図、図６は従来の非開削管埋設工
法で用いるドリルラックの斜視図、図７は従来の非開削
管埋設工法におけるドリルヘッドでの掘削状態説明図並
びに拡径用リーマ取付状態説明図、図８は従来の非開削
管埋設工法における拡径用リーマでの拡径状態説明図並
びに可撓管の埋設完了状態説明図、図９は従来の非開削
管埋設工法における拡径用リーマでの拡径及び可撓管の
挿入動作説明図である。2. Description of the Related Art Conventionally, pipe laying works for water and sewage, power lines, communication lines, gas, etc. are excavated from the ground surface to the pipe burying position, except for special works such as passing under tracks or waterways. It has been done as excavation work. However, in recent years, there has been a strong demand for reducing the environmental load associated with construction work, shortening the construction period, and eliminating traffic disruptions due to the excavation of roads. Various non-excavation construction methods are also available to meet these demands. It is like this. As such a non-open cutting pipe burying method, an electromagnetic induction type non-open cutting method has been generally used, and an example of this non-open cutting method is shown in FIGS.
Shown in. FIG. 4 is a perspective view of a drill head used in the conventional non-open cutting pipe burying method, FIG. 5 is a perspective view of a diameter expansion reamer used in the conventional non-open cutting pipe burying method, and FIG. 6 is used in the conventional non-open cutting pipe burying method. FIG. 7 is a perspective view of a drill rack, FIG. 7 is an explanatory view of excavation with a drill head in a conventional non-excavation pipe burying method and an explanatory view of a diameter expansion reamer mounting state, and FIG. 8 is a diameter expansion reamer in a conventional non-excavation pipe burying method. FIG. 9 is an explanatory view of the diameter expansion state and an explanatory view of the burying completion state of the flexible tube, and FIG. 9 is an explanatory view of the diameter expansion and insertion operation of the flexible tube in the reamer for expanding the diameter in the conventional non-excavation pipe burying method.
【０００３】前記各図において従来の非開削管埋設工法
は、ドリルヘッド１１が先端に装着されている管状のド
リルロッド１２を掘削開始地点となる地上もしくは発進
立坑３１から地盤３０に挿入し、所定の掘削用流体（滑
材としての泥水やポリマー液）をドリルロッド１２を通
じてドリルヘッド１１先端部から吐出させながらドリル
ロッド１２を推進並びに回転させて地表から所定の深さ
範囲の地中を掘進させ、ドリルロッド１２を複数継足し
つつ所定距離離れた掘削終了地点である到達立坑３２に
ドリルヘッド１１を到達させた後、この到達立坑３２で
ドリルヘッド１１に替えて略円錐形状の拡径用リーマ１
３をその尖端とドリルロッド１２先端とを接続してドリ
ルロッド１２に一体に連結すると共に、前記拡径用リー
マ１３に埋設用の可撓管２０先端を取付け、前記掘削用
流体を拡径用リーマ１３尖端側外面から吐出させながら
ドリルロッド１２を後退並びに回転させ、前記掘進によ
り生じた孔３３を拡径用リーマ１３で拡径し、且つ拡径
した孔に前記可撓管２０を挿入していくというものであ
る。In each of the above drawings, in the conventional non-excavation pipe burying method, a tubular drill rod 12 having a drill head 11 mounted at its tip is inserted into the ground 30 from the ground or starting shaft 31 serving as a starting point for excavation, The drilling fluid (muddy water or polymer solution as a lubricant) is ejected from the tip of the drill head 11 through the drill rod 12 to propel and rotate the drill rod 12 to excavate the ground in a predetermined depth range from the ground surface. , The drill head 11 is made to reach the reaching shaft 32, which is the end point of excavation, which is a predetermined distance away while adding a plurality of drill rods 12, and then the drill shaft 11 is replaced with the reaching shaft 32 and the reamer having a substantially conical shape is expanded. 1
3 is connected to the drill rod 12 by connecting its tip to the tip of the drill rod 12, and the tip of the flexible pipe 20 for embedding is attached to the diameter expansion reamer 13 to expand the drilling fluid. Reamer 13 The drill rod 12 is retracted and rotated while being discharged from the outer surface on the tip end side, the hole 33 generated by the excavation is expanded by the diameter expansion reamer 13, and the flexible tube 20 is inserted into the expanded hole. It is to go.
【０００４】前記ドリルヘッド１１は、細長い略筒状体
として形成されてなり、先端部に前記掘削用流体を吐出
する噴出孔１１ａと、掘削する土質に適合するように所
定の勾配を付けて形成される略切断面状のカット面１１
ｂとを有すると共に、内部に所定の電磁波を発生するゾ
ンデを内蔵する構成である。このドリルヘッド１１の地
中での方向調整は、カット面１１ｂの姿勢操作で行われ
る。ドリルヘッド１１の方向修正は、カット面１１ｂの
向きを調整して一定に保ったまま、ドリルヘッド１１を
推進させることに伴って生じるカット面１１ｂへの地盤
３０からの反力でドリルヘッド１１の進行方向が変わる
ことを利用している。また、ドリルヘッド１１を直進さ
せる場合は、推進させようとするドリルヘッド１１を同
時に回転させることで、カット面１１ｂへの地盤３０か
らの反力を各方向で均一としてドリルヘッド１１の進行
方向が変わらないようにしている。The drill head 11 is formed as an elongated, substantially cylindrical body, and has a jet hole 11a for discharging the fluid for excavation at its tip and a predetermined gradient so as to match with the soil to be excavated. A substantially cut surface-shaped cut surface 11
b, and a sonde for generating a predetermined electromagnetic wave is incorporated therein. The adjustment of the direction of the drill head 11 in the ground is performed by operating the posture of the cut surface 11b. The direction of the drill head 11 is corrected by the reaction force from the ground 30 to the cut surface 11b generated by propelling the drill head 11 while adjusting the direction of the cut surface 11b and keeping it constant. It takes advantage of the changing direction of travel. Further, when the drill head 11 is moved straight, by rotating the drill head 11 to be propelled at the same time, the reaction force from the ground 30 to the cut surface 11b is made uniform in each direction and the advancing direction of the drill head 11 is made. I try not to change.
【０００５】前記拡径用リーマ１３は、埋設しようとす
る可撓管２０の外径より所定寸法大きい底部径を有する
略円錐体として形成され、この略円錐体の尖端側外面に
螺旋状に一又は複数の溝が形成されると共に、この螺旋
状の溝の複数所定箇所に前記掘削用流体を吐出する噴出
孔１３ａがそれぞれ配設され、尖端部にドリルロッド１
２を連結される一方、底部側に埋設用の可撓管２０を所
定の治具１４を介して連結される構成である。The reamer 13 for expanding the diameter is formed as a substantially conical body having a bottom diameter larger than the outer diameter of the flexible tube 20 to be embedded by a predetermined size, and is spirally formed on the outer surface of the substantially conical body on the tip end side. Alternatively, a plurality of grooves are formed, and ejection holes 13a for ejecting the fluid for drilling are arranged at a plurality of predetermined positions of the spiral groove, and the drill rod 1 is provided at the tip.
2 is connected, while the flexible tube 20 for embedding is connected to the bottom side via a predetermined jig 14.
【０００６】また、従来の非開削管埋設工法において
は、ドリルヘッド１１が先端に装着されたドリルロッド
１２を回転させながら地中に押込んで地中を掘進させる
と共に、ドリルロッド１２を地中から引戻すドリルラッ
ク１００、掘進時に吐出する掘削用流体をドリルラック
１００及びドリルロッド１２を介して所定圧力でドリル
ヘッド１１へ供給するミキサーポンプ１０１、並びに、
地上側でドリルヘッド１１内部から発信される電磁波を
受信し、ドリルヘッド１１の正確な現在位置をはじめと
してカット面１１ｂの向きやドリルヘッド１１の進行方
向などを含む位置情報を検出するロケータ１０２といっ
た工事用機器が用いられている。Further, in the conventional non-excavation pipe burying method, the drill head 11 is pushed into the ground while rotating the drill rod 12 attached to the tip of the drill head, and the drill rod 12 is moved from the ground. A drill rack 100 for pulling back, a mixer pump 101 for supplying a drilling fluid discharged at the time of excavation to the drill head 11 at a predetermined pressure via the drill rack 100 and the drill rod 12, and
A locator 102 that receives electromagnetic waves transmitted from the inside of the drill head 11 on the ground side and detects position information including the accurate current position of the drill head 11, the orientation of the cut surface 11b, the traveling direction of the drill head 11, and the like. Construction equipment is used.
【０００７】次に、前記した従来の非開削管埋設工法に
よる管埋設作業について説明する。まず、管埋設予定箇
所の両端位置に発進立坑３１及び到達立坑３２を掘削形
成してから、前記発進立坑３１の近傍所定位置にドリル
ラック１００を据付け、一次削孔として、ドリルラック
１００で地上からドリルロッド１２を地盤３０に挿入す
る。ドリルロッド１２先端に装備されたドリルヘッド１
１はミキサーポンプ１０１より供給される掘削用流体を
噴出孔１１ａから吐出し（吐出圧力約５０ｋｇｆ／ｃｍ
2以下）、地中の土砂を解きほぐしながら掘進すると共
に、掘削用流体の充満で安定している孔３３を後方に形
成していく。Next, the pipe burying work by the conventional non-open cutting pipe burying method will be described. First, a starting shaft 31 and a reaching shaft 32 are excavated and formed at both end positions of a planned pipe burying position, and then the drill rack 100 is installed at a predetermined position near the starting shaft 31 and is used as a primary drilling hole from the ground with the drill rack 100. The drill rod 12 is inserted into the ground 30. Drill head 1 equipped at the tip of drill rod 12
No. 1 discharges the drilling fluid supplied from the mixer pump 101 from the jet hole 11a (discharge pressure of about 50 kgf / cm.
(2 or less), while excavating while unraveling the earth and sand, a hole 33 that is stable due to the filling of the excavating fluid is formed in the rear.
【０００８】この時、地上側では、地中のドリルヘッド
１１にあらかじめ内蔵されているゾンデからの発信信号
を、誘導員がロケータ１０２で受信して地中のドリルヘ
ッド１１位置を確認し、この位置情報に基づいて誘導員
がドリルヘッド１１の進行方向をドリルラック１００の
操作員に指示する。操作員はドリルラック１００を操作
してドリルヘッド１１が地中の計画線上に常に位置する
ようその推進方向を調整しながら掘進させる。掘削が進
むごとにドリルラック１００においてドリルロッド１２
を継足しつつ、ドリルヘッド１１をあらかじめ準備され
た到達立坑３２に到達させる。At this time, on the ground side, the guide member receives a transmission signal from the sonde previously built in the drill head 11 in the ground by the locator 102 and confirms the position of the drill head 11 in the ground. The guideman instructs the operator of the drill rack 100 in the traveling direction of the drill head 11 based on the position information. The operator operates the drill rack 100 to advance the drill head 11 while adjusting the propulsion direction so that the drill head 11 is always located on the planned line in the ground. Each time drilling progresses, a drill rod 12 is placed on the drill rack 100.
The drill head 11 is made to reach the pre-prepared reaching shaft 32 while continuing the above.
【０００９】ドリルヘッド１１が到達立坑３２に達した
ら、ドリルロッド１２先端からドリルヘッド１１を外
し、埋設する可撓管２０外径に適合した拡径用リーマ１
３をドリルロッド１２先端に取付けると共に、拡径用リ
ーマ１３底部側に可撓管２０引込み用の治具１４を介し
て可撓管２０の一端部を連結する。そして、二次削孔と
して、拡径用リーマ１３の複数の噴出孔１３ａから掘削
用流体を吐出しながら拡径用リーマ１３を回転させ、一
次削孔で形成された孔３３周囲の土砂を解きほぐしなが
らドリルロッド１２を引込むと、孔３３が拡径されると
共に、拡径された孔に可撓管２０も引込まれる。When the drill head 11 reaches the reaching shaft 32, the drill head 11 is removed from the tip of the drill rod 12, and the diameter expansion reamer 1 adapted to the outer diameter of the flexible tube 20 to be buried.
3 is attached to the tip of the drill rod 12, and one end of the flexible tube 20 is connected to the bottom side of the diameter expansion reamer 13 via a jig 14 for retracting the flexible tube 20. Then, as a secondary drilling hole, the diameter expanding reamer 13 is rotated while discharging the drilling fluid from the plurality of ejection holes 13a of the diameter expanding reamer 13, and the earth and sand around the hole 33 formed by the primary drilling hole is unraveled. When the drill rod 12 is pulled in while the hole 33 is expanded, the flexible tube 20 is also drawn in the expanded hole.
【００１０】拡径用リーマ１３及び可撓管２０端部が発
進立坑３１に到達し、二次削孔及び可撓管２０の引込み
が完了したら、拡径用リーマ１３から可撓管２０を分離
してドリルロッド１２を全て引上げ、各立坑内に残留、
溢出した掘削残土、泥水などを処理する一方、ドリルロ
ッド１２から拡径用リーマ１３等を取外し、ドリルラッ
ク１００を撤去すれば、工事完了となる。When the ends of the reamer 13 for expanding the diameter and the flexible tube 20 reach the starting shaft 31 and the secondary drilling and the drawing of the flexible tube 20 are completed, the flexible tube 20 is separated from the reamer 13 for expanding the diameter. Then, all the drill rods 12 are pulled up and remain in each shaft,
The work is completed by removing the drilling reamer 13 and the like from the drill rod 12 and removing the drill rack 100 while treating the overflowing excavated soil and muddy water.
【００１１】このように従来の非開削管埋設工法では、
管埋設箇所の環境改変がごくわずかに留まり、掘削・埋
め戻し箇所が到達立坑３２などごくわずかで済むことか
ら、従来、試掘・掘削、管の布設、埋め戻し・舗装復旧
と長期の施工期間を必要としていたのに比べて著しく施
工量を低減できると共に、埋め戻し後の養生等もほとん
ど考慮しなくてもよくなり、工期の大幅な短縮が図れ
る。また、舗装物などの地表面構築物の復旧を要する面
積や、一時貯留及び移動が必要となる掘削土砂の量も大
きく低減でき、工事全体に関しコストダウンが図れると
共に、土砂の移動や掘削工事の頻度減少に伴って周囲環
境に与える負荷も大幅に軽減できる。さらに、埋設作業
のほとんどが地上から行えるため、工事の安全性が確保
しやすい。As described above, in the conventional non-open cutting pipe burying method,
Since the environment of the pipe burial site is only slightly changed and the excavation / refill site is minimal, such as the reaching shaft 32, the conventional method requires trial drilling / excavation, pipe laying, backfill / pavement restoration, and a long construction period. The amount of construction can be significantly reduced compared to what was required, and there is almost no need to consider curing after backfilling, and the construction period can be greatly shortened. In addition, the area that requires restoration of ground surface structures such as pavements and the amount of excavated sediment that requires temporary storage and movement can be greatly reduced, which can reduce costs for the entire construction and the frequency of movement of sediment and excavation work. Along with the decrease, the load on the surrounding environment can be significantly reduced. Furthermore, since most of the burying work can be done from the ground, it is easy to ensure the safety of the construction.
【００１２】[0012]
【発明が解決しようとする課題】従来の非開削管埋設工
法は以上のように実施されていたことから、既埋設管や
基礎構造物等の迂回すべき障害物の存在箇所を除いて、
原則として地盤３０に対して自由に埋設計画線を設定し
て工事を行えるものの、地中に予定外の障害物、例え
ば、硬い地層・岩石や埋残された古い鋼矢板、木杭等が
ある場合、仮にドリルラック１００から通常より大きな
推進力を与えてもドリルヘッド１１では削孔・貫通する
ことができずにそれ以上掘進させられなくなり、ドリル
ロッド１２を一旦少し引戻してこうした障害物を迂回し
て掘進を続けるか、埋設の計画線を変更して別の場所で
新たに工事をやり直す以外、埋設工事を継続できなくな
るという課題を有していた。Since the conventional non-open cutting pipe burying method has been carried out as described above, except for the existing locations of obstacles to be bypassed such as existing buried pipes and foundation structures,
As a general rule, it is possible to set the buried design line freely on the ground 30 for construction, but there are unscheduled obstacles in the ground, such as hard formations and rocks, old steel sheet piles left unfilled, and wooden piles. In this case, even if a larger propulsion force than usual is applied from the drill rack 100, the drill head 11 cannot drill / penetrate and cannot be further drilled. Therefore, the drill rod 12 is temporarily pulled back to bypass such obstacles. Then, there was a problem that the burial work could not be continued except for continuing the excavation or changing the planned line for the burial and starting over the work at another place.
【００１３】また、従来こうした障害物の情報は、埋設
・構築時の情報が残っている既埋設管や基礎構造物以外
は、施工者側にほとんど把握されておらず、ドリルヘッ
ド１１の掘進が停止したことで初めてその存在が確認で
きるような状態であった。このため、地中で障害物が確
認されるごとに、ドリルヘッド１１の進路を変更する作
業等を行わなくてはならず、手間がかかり工事期間が長
くなってしまうという課題を有した。さらに、障害物で
あることを判断できないまま、誤ってドリルラック１０
０から過度に力を加えてドリルヘッド１１を障害物に向
けて推進させ、ドリルヘッド１１を破損してしまう場合
もあるという課題を有していた。Conventionally, the information of such obstacles is hardly known to the builder side except for the already buried pipes and foundation structures in which the information at the time of burying / constructing remains, and the drill head 11 does not advance. It was in a state where its existence could be confirmed only after it was stopped. Therefore, every time an obstacle is confirmed in the ground, it is necessary to perform work such as changing the course of the drill head 11, which is troublesome and prolongs the construction period. Furthermore, the drill rack 10 is erroneously detected without being able to determine that it is an obstacle.
There is a problem that the drill head 11 may be damaged by pushing the drill head 11 toward an obstacle by applying excessive force from 0.
【００１４】本発明は前記課題を解消するためになされ
たもので、強力な削孔力を導入して障害物を貫通でき、
ほとんどの地盤に対して計画通り掘進できると共に、あ
らかじめ地中の状態を把握することで効率よく作業を進
められ、埋設工事全体に亘って工期短縮とコストダウン
が図れる非開削管埋設工法を提供することを目的とす
る。The present invention has been made in order to solve the above-mentioned problems, and it can penetrate an obstacle by introducing a strong drilling force,
Providing a non-open-cut pipe burying method that can excavate most of the ground as planned and can proceed efficiently by grasping the underground condition in advance, shortening the construction period and cost throughout the burying work The purpose is to
【００１５】[0015]
【課題を解決するための手段】本発明に係る非開削管埋
設工法は、ドリルヘッドが先端に装着されているドリル
ロッドを掘削開始地点からドリルラックを用いて地中に
挿入し、前記ドリルラックで前記ドリルロッドを推進並
びに回転させて推進方向を調整しながら掘進させ、ドリ
ルロッドを複数継足しつつ所定距離離れた掘削終了地点
にドリルヘッドを到達させた後、前記掘削終了地点でド
リルヘッドに替えて略円錐形状の拡径用リーマをドリル
ロッド進行方向と逆方向に尖端を向けてドリルロッド先
端に取付けると共に、前記拡径用リーマに埋設用の可撓
管先端を取付け、続いてドリルラックでドリルロッドを
後退並びに回転させて拡径用リーマで前記掘進により生
じた孔を拡径し、且つ当該拡径した孔に前記可撓管を挿
入していく非開削管埋設工法において、前記可撓管埋設
予定部分の状態をあらかじめ地上側から探査測定し、可
撓管埋設予定部分に位置する障害物の位置情報を取得し
て当該位置情報を前記ドリルラックの制御部に格納し、
ドリルラックが前記位置情報に基づいて地中のドリルヘ
ッドを方向制御しつつ前記掘削終了地点まで掘進させる
と共に、損傷を与えてもかまわない地中の所定の障害物
に対し、前記ドリルラック及びドリルロッドを通じて固
形粒状の研磨材を含んだ流体をドリルヘッド及び／又は
拡径用リーマに高圧で供給し、ドリルヘッド先端部及び
／又は拡径用リーマ尖端側外面から前記研磨材を含んだ
流体を高圧で噴射し、前記所定の障害物を前記ドリルヘ
ッド及び／又は拡径用リーマの貫通可能な状態まで削孔
するものである。According to the method for burying a non-excavated pipe according to the present invention, a drill rod having a drill head mounted at its tip is inserted into the ground using a drill rack from an excavation start point, Then, the drill rod is propelled and rotated to adjust the propelling direction, and then the drill head is reached at the drilling end point which is a predetermined distance away while adding a plurality of drill rods. Instead, attach a substantially conical diameter expansion reamer to the tip of the drill rod with the sharp end facing away from the direction of travel of the drill rod, and attach the flexible tube tip for embedding to the diameter expansion reamer. Non-excavation in which the drill rod is retreated and rotated with a diameter expansion reamer to increase the diameter of the hole created by the excavation and the flexible tube is inserted into the diameter increased hole. In embedded method, the flexible tube embedded
Preliminary exploration and measurement of the condition of the planned part from the ground side is possible.
Obtain the position information of the obstacle located in the flexible tube burying part.
And store the position information in the control unit of the drill rack,
Based on the position information, the drill rack
While controlling the direction of the head, it advances to the end point of the excavation.
At the same time, a fluid containing a solid particulate abrasive is supplied to the drill head and / or the reamer for diameter expansion at a high pressure through the drill rack and the drill rod to a predetermined obstacle in the ground which may be damaged. , A state in which the fluid containing the abrasive is jetted at high pressure from the tip of the drill head and / or the outer surface of the reamer for expanding the diameter, and the predetermined obstacle can be penetrated by the drill head and / or the reamer for expanding the diameter. Drilling up to.
【００１６】 このように本発明においては、ドリルヘ
ッドによる掘進時及び／又は拡径用リーマによる拡径時
に、地中の損傷を与えてもよい障害物に対し研磨材を含
んだ流体を高圧で噴射し、前記障害物を削ってドリルヘ
ッド及び／又は拡径用リーマの貫通を可能とすることに
より、ドリルヘッド及び／又は拡径用リーマのみでは貫
通不能である障害物が計画線上にあっても貫通して掘進
及び／又は拡径・管埋設が行えることとなり、掘進及び
／又は拡径作業が障害物による中断もなく行えて工期を
短縮できると共に、ドリルヘッドや拡径用リーマの削孔
部分に加わる負担が減少し、ドリルヘッドや拡径用リー
マの耐久性向上が図れる。また、噴射されて障害物を削
った後の研磨材を含む流体は、ドリルヘッド及び／又は
拡径用リーマと障害物との間に入り込み、接触による摩
擦抵抗を低減することにより、ドリルラックからドリル
ロッドに加える力のロス分を低減して推進効率を向上さ
せられる。さらに、探査測定で得た全ての障害物の位置
情報をあらかじめドリルラックの制御部に格納し、この
位置情報を用いてドリルラックでドリルヘッドの方向制
御を行うことにより、掘削中に得たドリルヘッドの位置
情報に基づく操作者のドリルラック操作によるドリルヘ
ッドの方向調整が不要となり、掘進作業を省力化でき、
作業現場での使い勝手が向上する。 As described above, in the present invention, a fluid containing an abrasive is applied at high pressure to an obstacle that may damage the ground when the drill head advances and / or the diameter is expanded by the diameter expansion reamer. There is an obstacle on the planned line that cannot be penetrated only by the drill head and / or the reamer for expanding the diameter by jetting and cutting the obstacle to enable the penetration of the drill head and / or the reamer for expanding the diameter. It is possible to dig through and / or expand the diameter and bury the pipe, and the work for digging and / or expanding can be performed without interruption due to obstacles, which shortens the construction period and drills the drill head and the reamer for expanding the diameter. The load on the part is reduced, and the durability of the drill head and diameter expansion reamer can be improved. In addition, the fluid containing the abrasive after being sprayed to scrape the obstacles enters between the drill head and / or the reamer for expanding the diameter and the obstacles, and reduces the frictional resistance due to the contact, so that the fluid from the drill rack is reduced. Propulsion efficiency can be improved by reducing the loss of force applied to the drill rod. In addition, the location of all obstacles obtained by exploration measurements
This information is stored in advance in the control unit of the drill rack and
Use the position information to control the orientation of the drill head on the drill rack.
Position of the drill head obtained during drilling by controlling
Based on information, the drill rack is operated by the operator's drill rack operation.
No need to adjust the direction of the head, which saves labor for excavation work.
Improves usability at the work site.
【００１７】[0017]
【００１８】 また、本発明に係る非開削管埋設工法は
必要に応じて、前記ドリルラックで、前記位置情報に基
づいて前記ドリルヘッド及び／又は拡径用リーマが前記
所定の障害物存在箇所に位置していると認識される場合
のみ、前記研磨材を含んだ流体のドリルヘッド及び／又
は拡径用リーマへの流入及び当該流入に伴うドリルヘッ
ド及び／又は拡径用リーマからの高圧噴射がなされるよ
う制御するものである。このように本発明においては、
あらかじめ可撓管埋設予定部分の状態を探査測定して得
た位置情報のうち、所定の障害物に関する情報に基づい
て、ドリルラックで研磨材を含む流体のドリルヘッド及
び／又は拡径用リーマへの流入を制御し、ドリルヘッド
及び／又は拡径用リーマが所定の障害物に直面する場合
以外には研磨材を含む流体を噴射させないようにするこ
とにより、ドリルヘッド及び／又は拡径用リーマのみで
削孔可能な場合に研磨材を含む流体を噴射せず、研磨材
を含む流体の無駄な消費を抑えられる上、噴射のための
高圧力供給の期間も大幅に縮減でき、コストダウンが図
れる。さらに、ドリルヘッド及び／又は拡径用リーマで
研磨材を含む流体が流通する各部分における研磨材との
接触による損耗の進行も遅らせることができ、耐久性を
向上させられると共に、保守の手間も省ける。Further, in the non-excavation pipe burying method according to the present invention, the drill head and / or the diameter-expanding reamer may be placed on the predetermined obstacle existing position on the drill rack based on the position information, if necessary. Only when it is recognized that the fluid containing the abrasive flows into the drill head and / or the reaming reamer and the high pressure injection from the drill head and / or the reaming reamer accompanying the inflow is performed. I'll be done
It is something to control . Thus, in the present invention,
Of the position information obtained by exploring and measuring the condition of the portion where the flexible tube is to be buried, based on the information about the specified obstacle, the drill rack is used to reach the drill head and / or the reamer for expanding the diameter of the fluid containing the abrasive. Of the drill head and / or the reamer for expanding the diameter is controlled so that the fluid containing the abrasive is not ejected unless the drill head and / or the expanding reamer faces a predetermined obstacle. When the hole can be drilled only by itself, the fluid containing the abrasive is not jetted, wasteful consumption of the fluid containing the abrasive is suppressed, and the period of high pressure supply for jetting can be greatly reduced, resulting in cost reduction. Can be achieved. Further, the progress of wear due to contact with the abrasive in each portion where the fluid containing the abrasive flows through the drill head and / or the reamer for expanding the diameter can be delayed, and the durability can be improved and the time and effort for maintenance can be improved. I can omit it.
【００１９】 また、本発明に係る非開削管埋設工法は
必要に応じて、前記可撓管埋設予定部分に対する地上側
からの探査測定で前記所定の障害物の性状に関する情報
を取得して当該情報も前記ドリルラックの制御部に格納
し、前記障害物の性状に関する情報に基づいて前記研磨
材を含んだ流体のドリルヘッド及び／又は拡径用リーマ
への噴射量及び噴射圧力を調整制御するものである。こ
のように本発明においては、あらかじめ把握した障害物
の性状に対応して研磨材を含んだ流体のドリルヘッド及
び／又は拡孔用リーマへの噴射量及び噴射圧力を調整
し、研磨材を含む流体の障害物への噴射を時間とコスト
の両面で最適化することにより、なるべく短い時間での
障害物貫通を実現しつつ、研磨材を含む流体の供給系統
における無駄なエネルギ消費を抑えると共に、研磨材を
含む流体が流通する各部分の耐久性を大きく向上させる
ことができ、埋設工事全体で工期短縮とコストダウンが
両立可能となる。Further, the non-excavation pipe burying method according to the present invention acquires the information on the property of the predetermined obstacle by the survey measurement from the ground side with respect to the portion where the flexible pipe is to be buried, as necessary, and the information concerned. Also stored in the control unit of the drill rack , and adjusting and controlling the injection amount and injection pressure of the fluid containing the abrasive to the drill head and / or the reamer for diameter expansion based on the information on the property of the obstacle. Is. As described above, in the present invention, the injection amount and the injection pressure of the fluid containing the abrasive to the drill head and / or the reamer for hole-expansion are adjusted according to the property of the obstacle grasped in advance, and the abrasive is included. By optimizing the injection of the fluid to the obstacle in terms of both time and cost, while realizing the obstacle penetration in the shortest possible time, while suppressing the wasteful energy consumption in the fluid supply system including the abrasive, It is possible to greatly improve the durability of each portion through which the fluid containing the abrasive flows, and it is possible to shorten the construction period and reduce the cost for the entire burying work.
【００２０】[0020]
【発明の実施の形態】以下、本発明の一実施の形態に係
る非開削管埋設工法を図１〜図３に基づいて説明する。
この図１は本実施の形態に係る非開削管埋設工法におけ
る研磨材供給系統説明説明図、図２は本実施の形態に係
る非開削管埋設工法における障害物掘削状態説明図、図
３は本実施の形態に係る非開削管埋設工法における障害
物拡径状態説明図である。BEST MODE FOR CARRYING OUT THE INVENTION A non-open cutting pipe burying method according to an embodiment of the present invention will be described below with reference to FIGS.
FIG. 1 is an explanatory view of an abrasive material supply system in the non-open cutting pipe burying method according to the present embodiment, FIG. 2 is an explanatory view of an obstacle excavation state in the non-open cutting pipe burying method according to the present embodiment, and FIG. It is explanatory drawing of an obstacle diameter expansion state in the non-open cutting pipe burying method which concerns on embodiment.
【００２１】 前記各図に示すように本実施の形態に係
る非開削管埋設工法は、前記した従来の非開削管埋設工
法に加えて、前記可撓管２０埋設予定部分の状態をあら
かじめ地上側から探査測定して得た障害物等の位置情報
をドリルラック１００の制御部に格納し、この格納した
位置情報に基づいて、地表から所定の深さ範囲の地中を
掘進させているドリルロッド１２、及び、ドリルロッド
１２の後退に伴って掘進により生じた孔３３を拡径しな
がら戻る拡径用リーマ１３が損傷を与えてもかまわない
障害物３４の存在箇所に到達した場合に、この障害物３
４に対し、前記ドリルヘッド１１先端部又は拡径用リー
マ１３尖端側外面から珪砂等の固形粒状の研磨材を含ん
だ所定の液体を高圧で噴射し、前記障害物３４を前記ド
リルヘッド１１又は拡径用リーマ１３の貫通可能な状態
まで削孔するというものである。As shown in each of the above figures, in addition to the conventional non-open cutting pipe burying method described above, the non-open cutting pipe burying method according to the present embodiment has a state in which a portion of the flexible tube 20 to be embedded is preliminarily grounded. Position information of obstacles and the like obtained by exploration and measurement from the ground is stored in the control unit of the drill rack 100 , and based on the stored position information, a drill rod that is excavating in the ground in a predetermined depth range from the ground surface. 12 and when the diameter expansion reamer 13 that returns while expanding the diameter of the hole 33 caused by the retreat of the drill rod 12 reaches the location of the obstacle 34 that may be damaged. Obstacle 3
4, a predetermined liquid containing a solid granular abrasive such as silica sand is jetted from the tip of the drill head 11 or the outer surface of the reamer 13 for diameter expansion at a high pressure to cause the obstacle 34 to move the obstacle 34 to the drill head 11 or The reamer 13 for diameter expansion is drilled to a penetrable state.
【００２２】また、本実施の形態に係る非開削管埋設工
法においては、従来の非開削管埋設工法と同様にドリル
ラック１００及びロケータ１０２を用いることに加え
て、固形粒状の研磨材を水と混合した状態で連続的に供
給する研磨材供給装置１０３と、通常時には掘削用流体
（滑材としての特殊ポリマー液）のみをドリルロッド１
２に所定圧力で供給すると共に、障害物位置到達時には
前記研磨材供給装置１０３から供給された研磨材と掘削
用流体とを混合した状態で高圧でドリルロッド１２に供
給する高圧ミキサーポンプ１０４とを工事用機器として
利用している。Further, in the non-open cutting pipe burying method according to the present embodiment, in addition to using the drill rack 100 and the locator 102 as in the conventional non-open cutting pipe burying method, the solid granular abrasive is replaced with water. Abrasive supply device 103 that continuously supplies the mixed material in a mixed state, and normally only drilling fluid (special polymer liquid as a lubricant) is used for drill rod 1
2 and a high pressure mixer pump 104 which supplies a high pressure to the drill rod 12 in a state of mixing the abrasive and the excavating fluid supplied from the abrasive supplier 103 when the obstacle position is reached. It is used as construction equipment.
【００２３】次に、前記構成に基づく非開削管埋設工法
による掘進・管埋設作業について説明する。あらかじ
め、可撓管２０埋設予定の地盤３０に対し、地上から公
知の地盤探査装置を用いて地中の状態を調査し、得られ
た位置情報がドリルラック１００の制御部に入力されて
格納される。そして、可撓管２０埋設予定箇所の両端位
置に発進立坑３１及び到達立坑３２を掘削配置してか
ら、前記発進立坑３１の近傍所定位置にドリルラック１
００を据付け、一次削孔として、ドリルラック１００で
地上からドリルロッド１２を地盤３０に挿入する。ドリ
ルロッド１２先端に装備されたドリルヘッド１１は高圧
ミキサーポンプ１０４より供給される掘削用流体を噴射
し（噴射圧力約５０ｋｇｆ／ｃｍ2以下）、地中の土砂
を解きほぐしながら掘進すると共に安定した孔３３を形
成していく。Next, the excavation / pipe burying work by the non-open cutting pipe burying method based on the above construction will be described. The position of the ground 30 to be buried in the flexible tube 20 is previously investigated from the ground using a known ground exploration device, and the obtained position information is input to and stored in the control unit of the drill rack 100. It Then, after the starting shaft 31 and the reaching shaft 32 are excavated and arranged at both ends of the planned location for burying the flexible tube 20, the drill rack 1 is provided at a predetermined position near the starting shaft 31.
00 is installed, and the drill rod 12 is inserted into the ground 30 from the ground by the drill rack 100 as the primary drilling. The drill head 11 provided at the tip of the drill rod 12 jets the fluid for drilling supplied from the high-pressure mixer pump 104 (jet pressure of about 50 kgf / cm 2 or less) to advance while excavating while unraveling the soil in the ground. 33 is formed.
【００２４】 この時、地上側では、地中のドリルヘッ
ド１１に内蔵されているゾンデからの発信信号がロケー
タ１０２で受信され、受信された地中のドリルヘッド１
１の位置情報がロケータ１０２からドリルラック１００
の制御部に伝達される。この位置情報に基づいてドリル
ラック１００ではドリルヘッド１１が少なくとも既埋設
管等の位置を通らない地中の計画線上に常に位置するよ
うにドリルヘッド１１を方向制御して掘進させる。ドリ
ルヘッド１１の方向調整の仕組みは従来同様である。At this time, on the ground side, the transmission signal from the sonde built in the drill head 11 in the ground is received by the locator 102, and the received drill head 1 in the ground is received.
The position information of 1 is from the locator 102 to the drill rack 100.
Is transmitted to the control unit . Based on this position information, in the drill rack 100, the drill head 11 is directionally controlled so that the drill head 11 is always positioned at least on the planned line in the ground that does not pass through the position of the already buried pipe or the like. The mechanism for adjusting the direction of the drill head 11 is the same as the conventional one.
【００２５】 地中を掘進しているドリルヘッド１１が
障害物３４のある位置に達した場合には、ドリルラック
１００の制御部からの指令により、研磨材供給装置１０
３から供給される研磨材を掘削用流体に混入して高圧ミ
キサーポンプ１０４から高圧（例えば、噴射圧力約１０
０ｋｇｆ／ｃｍ2以上、望ましくは約１５０〜約４００
ｋｇｆ／ｃｍ2）でドリルラック１００及びドリルロッ
ド１２を介してドリルヘッド１１に供給する。研磨材を
含んだ掘削用流体はドリルヘッド１１の噴射孔１１ａか
ら噴射され、障害物３４を破砕しつつ削孔する（図２参
照）。障害物３４をドリルヘッド１１が貫通したら、研
磨材の混入並びに高圧噴射を停止し、通常の噴射状態と
する。掘削が進むごとにドリルラック１００においてド
リルロッド１２を継足しつつ、ドリルヘッド１１をあら
かじめ準備された到達立坑３２に到達させる。When the drill head 11 excavating in the ground reaches a position where the obstacle 34 exists, the abrasive material supply device 10 is instructed by a command from the control unit of the drill rack 100.
The abrasive supplied from No. 3 is mixed with the fluid for excavation, and the high-pressure mixer pump 104 produces a high pressure (for example, an injection pressure of about 10).
0 kgf / cm 2 or more, desirably about 150 to about 400
kgf / cm 2 ) is supplied to the drill head 11 via the drill rack 100 and the drill rod 12. The drilling fluid containing the abrasive is sprayed from the spray holes 11a of the drill head 11 to crush the obstacle 34 and drill the hole (see FIG. 2). When the drill head 11 penetrates the obstacle 34, the mixture of the abrasive and the high-pressure injection are stopped, and the normal injection state is set. Each time drilling progresses, the drill rod 11 is added to the drill rack 100, and the drill head 11 is allowed to reach the pre-prepared reaching shaft 32.
【００２６】ドリルヘッド１１が到達立坑３２に達した
ら、前記従来同様、ドリルロッド１２先端のドリルヘッ
ド１１を拡径用リーマ１３と交換し、拡径用リーマ１３
には治具１４を介して可撓管２０を連結する。そして、
二次削孔として、拡径用リーマ１３の複数の噴出孔１３
ａから掘削用流体を噴射しながら拡径用リーマ１３を回
転させ、一次削孔で形成された孔３３周囲の土砂を解き
ほぐしながらドリルロッド１２を引込むと、孔３３が拡
径されると共に、拡径された孔に可撓管２０も引込まれ
る。なお、ドリルラック１００により地上に引出される
ドリルロッド１２は、完全に地上に引出された後、地中
にある他のドリルロッド１２との連結を解消されて分離
され、回収される。When the drill head 11 reaches the reaching shaft 32, the drill head 11 at the tip of the drill rod 12 is replaced with the diameter expansion reamer 13 as in the conventional case, and the diameter expansion reamer 13 is replaced.
A flexible tube 20 is connected to the flexible tube 20 via a jig 14. And
A plurality of ejection holes 13 of the diameter expansion reamer 13 are used as secondary holes.
When the diameter expansion reamer 13 is rotated while ejecting the drilling fluid from a, and the drill rod 12 is retracted while unraveling the earth and sand around the hole 33 formed by the primary drilling, the hole 33 is expanded and expanded. The flexible tube 20 is also drawn into the diameter hole. The drill rod 12 that is pulled to the ground by the drill rack 100 is completely pulled to the ground, then disconnected from the other drill rods 12 in the ground, separated, and collected.
【００２７】 拡径用リーマ１３が孔３３の障害物３４
を貫通した位置もしくは障害物３４との隣接位置に達し
た場合には、前記掘削時同様、ドリルラック１００の制
御部からの指令で研磨材を掘削用流体に混入して高圧ミ
キサーポンプ１０４から高圧でドリルラック１００及び
ドリルロッド１２を介して拡径用リーマ１３に供給す
る。研磨材を含んだ掘削用流体は拡径用リーマ１３の各
噴射孔１３ａから高圧（噴射圧力約１００ｋｇｆ／ｃｍ
2以上、望ましくは約１５０〜約４００ｋｇｆ／ｃｍ2）
で噴射され、障害物３４を破砕しつつ拡径する（図３参
照）。障害物３４を拡径用リーマ１３が通り抜けたら、
研磨材の混入並びに高圧噴射を停止し、通常圧力での掘
削用流体のみの噴射とする。The diameter expansion reamer 13 has an obstacle 34 with a hole 33.
When it reaches the position adjacent to the position or the obstacle 34 penetrating the similarly during the excavation, the braking of the drill rack 100
According to a command from the control unit , the abrasive is mixed with the drilling fluid and supplied from the high-pressure mixer pump 104 at high pressure to the diameter expansion reamer 13 via the drill rack 100 and the drill rod 12. The excavating fluid containing the abrasive is pressurized from each injection hole 13a of the diameter expansion reamer 13 at a high pressure (injection pressure of about 100 kgf / cm).
2 or more, preferably about 150 to about 400 kgf / cm 2 )
Is injected and the obstacle 34 is crushed and expanded in diameter (see FIG. 3). When the diameter expansion reamer 13 passes through the obstacle 34,
The mixing of abrasives and high-pressure injection are stopped, and only the fluid for drilling at normal pressure is injected.
【００２８】拡径用リーマ１３が発進立坑３１に到達
し、二次削孔及び可撓管２０の引込みが完了したら、拡
径用リーマ１３から可撓管２０を分離してドリルロッド
１２を全て引上げ、発進立坑３１及び到達立坑３２内に
残留、溢出した掘削残土、泥水などを処理する一方、ド
リルロッド１２から拡径用リーマ１３等を取外し、ドリ
ルラック１００を撤去すれば、工事完了となる。When the diameter expanding reamer 13 reaches the starting shaft 31 and the secondary drilling and the drawing of the flexible tube 20 are completed, the flexible tube 20 is separated from the diameter expanding reamer 13 and all the drill rods 12 are removed. The work is completed by removing the diameter expansion reamer 13 and the like from the drill rod 12 and removing the drill rack 100 while pulling up, treating the residual and overflowing excavated soil and muddy water in the starting shaft 31 and the reaching shaft 32. .
【００２９】 このように本実施の形態に係る非開削管
埋設工法では、ドリルヘッド１１による掘進時もしくは
拡径用リーマ１３による拡径時に、地中の障害物３４に
対し研磨材を含んだ掘削用流体を高圧で噴射し、障害物
３４を削ってドリルヘッド１１又は拡径用リーマ１３の
貫通を可能とすることから、ドリルヘッド１１又は拡径
用リーマ１３のみでは貫通不能である障害物３４が計画
線上にあっても貫通して掘進又は拡径が行えることとな
り、掘進並びに拡径作業が中断もなく行えて工期を短縮
できる。また、あらかじめ可撓管埋設予定部分の状態を
探査測定して得た地中の位置情報をあらかじめドリルラ
ック１００の制御部に格納し、この位置情報を用いてド
リルラック１００でドリルヘッド１１の方向制御を行う
ことから、ドリルラック１００操作によるドリルヘッド
１１の方向調整の手間が省け、掘進作業を省力化でき、
作業現場での使い勝手が向上する。さらに、前記位置情
報に基づくドリルラック１００による制御で、ドリルヘ
ッド１１又は拡径用リーマ１３が障害物３４に直面する
場合以外には研磨材を含む掘削用流体を噴射させないこ
とから、研磨材の無駄な消費を抑えられる上、噴射のた
めの高圧力供給の期間も大幅に縮減でき、コストダウン
が図れると共に、研磨材を含む掘削用流体が流通する各
部分における研磨材との接触による損耗の進行も遅らせ
ることができ、耐久性を向上させられ、保守の手間も省
ける。As described above, in the non-excavation pipe burying method according to the present embodiment, during excavation by the drill head 11 or during diameter expansion by the diameter expansion reamer 13, excavation including an abrasive for the obstacle 34 in the ground is performed. Since the working fluid is jetted at a high pressure and the obstacle 34 is scraped to allow the drill head 11 or the diameter expansion reamer 13 to penetrate, the obstacle 34 that cannot be penetrated only by the drill head 11 or the diameter expansion reamer 13 Even if it is on the planned line, it is possible to dig through or expand the diameter by penetrating, and the digging and expanding operation can be performed without interruption, and the construction period can be shortened. In addition, the position information of the underground, which is obtained by exploring and measuring the state of the portion where the flexible tube is to be buried, is stored in the control unit of the drill rack 100 in advance, and the direction of the drill head 11 in the drill rack 100 is stored using this position information. Since the control is performed, the labor for adjusting the direction of the drill head 11 by operating the drill rack 100 can be saved, and the excavation work can be saved.
Improves usability at the work site. Further, the control by the drill rack 100 based on the position information does not eject the drilling fluid including the abrasive except when the drill head 11 or the diameter expansion reamer 13 faces the obstacle 34. Not only can wasteful consumption be suppressed, the period of high pressure supply for injection can be greatly reduced, cost can be reduced, and wear due to contact with the abrasive in each portion where the excavating fluid including the abrasive flows Progress can be delayed, durability can be improved, and maintenance work can be omitted.
【００３０】なお、前記実施の形態に係る非開削管埋設
工法においては、障害物の位置情報に基づいてドリルヘ
ッド１１又は拡径用リーマ１３直近での障害物３４の有
無によって研磨材を含む掘削用流体の噴射の有無を切替
え制御するようにしているが、これに加えて、可撓管埋
設予定部分に対する探査測定で前記位置情報と共に障害
物３４の性状に関する情報（硬さ、密度など）を取得
し、この障害物３４の性状に関する情報に基づいて前記
研磨材を含んだ掘削用流体の噴射量及び噴射圧力を調整
することもでき、研磨材を含む流体の障害物３４への噴
射を時間とコストの両面で最適化することで、なるべく
短い時間での障害物３４の貫通を実現しつつ、研磨材を
含む掘削用流体の供給系統における無駄なエネルギ消費
を抑えると共に、研磨材を含む掘削用流体が流通する各
部分の耐久性を向上させることができ、埋設工事全体で
工期短縮とコストダウンの両立が図れる。In the non-excavation pipe burying method according to the above-described embodiment, excavation including an abrasive is carried out depending on the presence or absence of the obstacle 34 in the immediate vicinity of the drill head 11 or the diameter expansion reamer 13 based on the position information of the obstacle. The presence or absence of the injection of the working fluid is controlled to be switched. In addition to this, information (characteristics of hardness, density, etc.) about the property of the obstacle 34 is obtained together with the position information in the exploration and measurement for the portion where the flexible tube is to be embedded. It is also possible to obtain and adjust the injection amount and injection pressure of the excavating fluid containing the abrasive based on the information on the property of the obstacle 34, and to inject the fluid containing the abrasive to the obstacle 34 in time. By optimizing both the cost and the cost, the obstruction 34 can be penetrated in the shortest possible time, while suppressing the wasteful energy consumption in the supply system of the drilling fluid including the abrasive, Can drilling fluid containing wood improves the durability of each portion flowing, thereby to achieve both construction time and cost for the entire buried construction.
【００３１】また、前記実施の形態に係る非開削管埋設
工法においては、研磨材を含んだ掘削用流体をドリルヘ
ッド１１又は拡径用リーマ１３から、望ましくは約１５
０〜約４００ｋｇｆ／ｃｍ2という噴射圧力で噴射する
構成としているが、これに限らず、噴射圧力を１５０ｋ
ｇｆ／ｃｍ2以下とすることもできる。Further, in the non-excavation pipe burying method according to the above-mentioned embodiment, the drilling fluid containing the abrasive is supplied from the drill head 11 or the reamer 13 for expanding the diameter, preferably about 15 μm.
Although the injection pressure is set to 0 to about 400 kgf / cm 2, the injection pressure is not limited to this, and the injection pressure is 150 k
It can also be set to gf / cm 2 or less.
【００３２】[0032]
【発明の効果】以上のように本発明によれば、ドリルヘ
ッドによる掘進時及び／又は拡径用リーマによる拡径時
に、地中の損傷を与えてもよい障害物に対し研磨材を含
んだ流体を高圧で噴射し、前記障害物を削ってドリルヘ
ッド及び／又は拡径用リーマの貫通を可能とすることに
より、ドリルヘッド及び／又は拡径用リーマのみでは貫
通不能である障害物が計画線上にあっても貫通して掘進
及び／又は拡径・管埋設が行えることとなり、掘進及び
／又は拡径作業が障害物による中断もなく行えて工期を
短縮できると共に、ドリルヘッドや拡径用リーマの削孔
部分に加わる負担が減少し、ドリルヘッドや拡径用リー
マの耐久性向上が図れるという効果を奏する。また、噴
射されて障害物を削った後の研磨材を含む流体は、ドリ
ルヘッド及び／又は拡径用リーマと障害物との間に入り
込み、接触による摩擦抵抗を低減することにより、ドリ
ルラックからドリルロッドに加える力のロス分を低減し
て推進効率を向上させられるという効果を有する。さら
に、探査測定で得た全ての障害物の位置情報をあらかじ
めドリルラックの制御部に格納し、この位置情報を用い
てドリルラックでドリルヘッドの方向制御を行うことに
より、掘削中に得たドリルヘッドの位置情報に基づく操
作者のドリルラック操作によるドリルヘッドの方向調整
が不要となり、掘進作業を省力化でき、作業現場での使
い勝手が向上するという効果を有する。 As described above, according to the present invention, an abrasive is included for obstacles which may damage the ground when the drill head advances and / or the diameter is expanded by the diameter expansion reamer. By injecting fluid at a high pressure and scraping the obstacles to allow the drill head and / or the diameter expansion reamer to penetrate, there is an obstacle that cannot be penetrated only by the drill head and / or the diameter expansion reamer. Even if it is on the line, it is possible to pierce and / or expand the diameter / embed the pipe, so that the excavation and / or diameter expansion work can be performed without interruption due to obstacles, and the construction period can be shortened. The effect of reducing the load applied to the drilled portion of the reamer and improving the durability of the drill head and the reamer for diameter expansion can be achieved. In addition, the fluid containing the abrasive after being sprayed to scrape the obstacles enters between the drill head and / or the reamer for expanding the diameter and the obstacles, and reduces the frictional resistance due to the contact, so that the fluid from the drill rack is reduced. This has the effect of reducing the loss of force applied to the drill rod and improving propulsion efficiency. Furthermore
In addition, the position information of all obstacles obtained by exploration measurement is
It is stored in the control unit of the drill rack and this position information is used.
To control the direction of the drill head with a drill rack
Operation based on the position information of the drill head obtained during drilling.
Adjusting the direction of the drill head by operating the author's drill rack
Eliminates the need for work, saves labor for excavation work, and can be used at work sites.
This has the effect of improving selfishness.
【００３３】[0033]
【００３４】また、本発明によれば、あらかじめ可撓管
埋設予定部分の状態を探査測定して得た位置情報のう
ち、所定の障害物に関する情報に基づいて、ドリルラッ
クで研磨材を含む流体のドリルヘッド及び／又は拡径用
リーマへの流入を制御し、ドリルヘッド及び／又は拡径
用リーマが所定の障害物に直面する場合以外には研磨材
を含む流体を噴射させないようにすることにより、ドリ
ルヘッド及び／又は拡径用リーマのみで削孔可能な場合
に研磨材を含む流体を噴射せず、研磨材を含む流体の無
駄な消費を抑えられる上、噴射のための高圧力供給の期
間も大幅に縮減でき、コストダウンが図れるという効果
を有する。さらに、ドリルヘッド及び／又は拡径用リー
マで研磨材を含む流体が流通する各部分における研磨材
との接触による損耗の進行も遅らせることができ、耐久
性を向上させられると共に、保守の手間も省けるという
効果を有する。Further, according to the present invention, the fluid containing the abrasive material is used in the drill rack based on the information about the predetermined obstacle among the positional information obtained by exploring and measuring the state of the portion where the flexible tube is to be buried. The flow into the drill head and / or the reamer for diameter expansion so that the fluid containing the abrasive is not ejected except when the drill head and / or the reamer for diameter expansion is faced with a predetermined obstacle. As a result, when the drill head and / or the reamer for expanding the diameter can be used for drilling, the fluid containing the abrasive is not ejected, and the wasteful consumption of the fluid containing the abrasive is suppressed, and high pressure supply for ejection is provided. Also, the period can be significantly reduced, and the cost can be reduced. Further, the progress of wear due to contact with the abrasive in each portion where the fluid containing the abrasive flows through the drill head and / or the reamer for expanding the diameter can be delayed, and the durability can be improved and the time and effort for maintenance can be improved. The effect is that it can be omitted.
【００３５】また、本発明によれば、あらかじめ把握し
た障害物の性状に対応して研磨材を含んだ流体のドリル
ヘッド及び／又は拡孔用リーマへの噴射量及び噴射圧力
を調整し、研磨材を含む流体の障害物への噴射を時間と
コストの両面で最適化することにより、なるべく短い時
間での障害物貫通を実現しつつ、研磨材を含む流体の供
給系統における無駄なエネルギ消費を抑えると共に、研
磨材を含む流体が流通する各部分の耐久性を大きく向上
させることができ、埋設工事全体で工期短縮とコストダ
ウンが両立可能となるという効果を有する。Further, according to the present invention, the amount of injection and the injection pressure of the fluid containing the abrasive to the drill head and / or the reamer for hole-expansion are adjusted according to the property of the obstacle grasped in advance, and the polishing is performed. By optimizing the injection of the fluid containing the material to the obstacle in terms of both time and cost, while realizing the obstacle penetration in the shortest possible time, wasteful energy consumption in the supply system of the fluid containing the abrasive is realized. In addition to suppressing, the durability of each part through which the fluid containing the abrasive flows can be greatly improved, and the shortening of the construction period and the cost reduction can be achieved at the same time in the entire burying work.
【図１】本発明の一実施の形態に係る非開削管埋設工法
における研磨材供給系統説明図である。FIG. 1 is an explanatory diagram of an abrasive material supply system in a non-open cutting pipe burying method according to an embodiment of the present invention.
【図２】本発明の一実施の形態に係る非開削管埋設工法
における障害物掘削状態説明図である。FIG. 2 is an explanatory diagram of an obstacle excavation state in the non-open cutting pipe burying method according to the embodiment of the present invention.
【図３】本発明の一実施の形態に係る非開削管埋設工法
における障害物拡径状態説明図である。FIG. 3 is an explanatory diagram of an obstacle diameter expansion state in the non-cutting pipe burying method according to the embodiment of the present invention.
【図４】従来の非開削管埋設工法で用いるドリルヘッド
の斜視図である。FIG. 4 is a perspective view of a drill head used in a conventional non-open cutting pipe burying method.
【図５】従来の非開削管埋設工法で用いる拡径用リーマ
の斜視図である。FIG. 5 is a perspective view of a diameter expansion reamer used in a conventional non-open cutting pipe burying method.
【図６】従来の非開削管埋設工法で用いるドリルラック
の斜視図である。FIG. 6 is a perspective view of a drill rack used in a conventional non-open cutting pipe burying method.
【図７】従来の非開削管埋設工法におけるドリルヘッド
での掘削状態説明図並びに拡径用リーマ取付状態説明図
である。FIG. 7 is an explanatory view of an excavation state with a drill head and a mounting state of a reamer for diameter expansion in a conventional non-excavation pipe burying method.
【図８】従来の非開削管埋設工法における拡径用リーマ
での拡径状態説明図並びに可撓管の埋設完了状態説明図
である。FIG. 8 is an explanatory view of a diameter expansion state with a diameter expansion reamer in a conventional non-open cut pipe burying method and an explanatory view of a flexible tube burying completion state.
【図９】従来の非開削管埋設工法における拡径用リーマ
での拡径及び可撓管の挿入動作説明図である。FIG. 9 is a diagram for explaining the diameter expansion and insertion operation of the flexible tube with the diameter expansion reamer in the conventional non-open cutting pipe burying method.
１１ ドリルヘッド １１ａ 噴出孔 １１ｂ カット面 １２ ドリルロッド １３ 拡径用リーマ １３ａ 噴出孔 １４ 治具 ２０ 可撓管 ３０ 地盤 ３１ 発進立坑 ３２ 到達立坑 ３３ 孔 ３４ 障害物 １００ ドリルラック １０１ ミキサーポンプ １０２ ロケータ １０３ 研磨材供給装置 １０４ 高圧ミキサーポンプ 11 drill head 11a ejection hole 11b cut surface 12 drill rod 13 Diameter expansion reamer 13a ejection hole 14 Jig 20 Flexible tube 30 ground 31 Starting shaft 32 reaching shaft 33 holes 34 Obstacle 100 drill rack 101 mixer pump 102 locator 103 Abrasive supplying device 104 high pressure mixer pump
───────────────────────────────────────────────────── フロントページの続き (72)発明者 南里 和孝 佐賀県佐賀郡富士町南部工業団地内 株 式会社富士建内 (72)発明者 川田 充 福岡県福岡市博多区博多駅東２−９−25 フローテクノ株式会社内 (56)参考文献 特開 平11−190190（ＪＰ，Ａ) 特開 平７−305351（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) E21B 7/04 ─────────────────────────────────────────────────── ─── Continuation of front page (72) Kazutaka Nanzato Kazutaka Nanzato, Fuji-machi, Saga-gun, Saga Prefecture Industrial Park Fuji Kennai (72) Inventor Mitsuru Kawada 2-9-25 East, Hakata Station, Hakata-ku, Fukuoka City, Fukuoka Within Flow Techno Co., Ltd. (56) Reference JP-A-11-190190 (JP, A) JP-A-7-305351 (JP, A) (58) Fields investigated (Int.Cl. 7 , DB name) E21B 7 / 04
Claims (3)
リルロッドを掘削開始地点からドリルラックを用いて地
中に挿入し、前記ドリルラックで前記ドリルロッドを推
進並びに回転させて推進方向を調整しながら掘進させ、
ドリルロッドを複数継足しつつ所定距離離れた掘削終了
地点にドリルヘッドを到達させた後、前記掘削終了地点
でドリルヘッドに替えて略円錐形状の拡径用リーマをド
リルロッド進行方向と逆方向に尖端を向けてドリルロッ
ド先端に取付けると共に、前記拡径用リーマに埋設用の
可撓管先端を取付け、続いてドリルラックでドリルロッ
ドを後退並びに回転させて拡径用リーマで前記掘進によ
り生じた孔を拡径し、且つ当該拡径した孔に前記可撓管
を挿入していく非開削管埋設工法において、前記可撓管埋設予定部分の状態をあらかじめ地上側から
探査測定し、可撓管埋設予定部分に位置する障害物の位
置情報を取得して当該位置情報を前記ドリルラックの制
御部に格納し、ドリルラックが前記位置情報に基づいて
地中のドリルヘッドを方向制御しつつ前記掘削終了地点
まで掘進させると共に、 損傷を与えてもかまわない地中の所定の障害物に対し、
前記ドリルラック及びドリルロッドを通じて固形粒状の
研磨材を含んだ流体をドリルヘッド及び／又は拡径用リ
ーマに高圧で供給し、ドリルヘッド先端部及び／又は拡
径用リーマ尖端側外面から前記研磨材を含んだ流体を高
圧で噴射し、前記所定の障害物を前記ドリルヘッド及び
／又は拡径用リーマの貫通可能な状態まで削孔すること
を特徴とする非開削管埋設工法。1. A drill rod having a drill head attached to its tip is inserted into the ground from a starting point of drilling by using a drill rack, and the drill rack propels and rotates the drill rod to adjust a propelling direction. While digging,
After reaching the drilling end point which is a predetermined distance away while adding a plurality of drill rods, at the aforementioned drilling end point, replace the drill head with a substantially conical diameter expansion reamer in the direction opposite to the drill rod advancing direction. Attached to the tip of the drill rod with the pointed end, attached the tip of the flexible tube for embedding to the reamer for expanding the diameter, and then retreating and rotating the drill rod with the drill rack to cause the reamer for expanding the diameter. In the non-cutting pipe embedding method in which the hole is expanded and the flexible tube is inserted into the expanded hole, the condition of the flexible tube embedding portion is preliminarily measured from the ground side.
The position of the obstacle located in the part where the flexible tube is to be buried is measured by exploration.
Location information is acquired and the location information is controlled by the drill rack.
It is stored in the control unit and the drill rack is based on the position information.
End point of the excavation while controlling the direction of the drill head in the ground
As well as digging up to, against predetermined obstacles in the ground that may be damaged,
A fluid containing a solid particulate abrasive is supplied to the drill head and / or the diameter-expanding reamer at high pressure through the drill rack and the drill rod, and the abrasive is applied from the outer surface of the drill head tip and / or the diameter-expansion reamer. A non-drilling pipe burying method, characterized in that a fluid containing the above is jetted at a high pressure, and the predetermined obstacle is drilled to a state in which the drill head and / or the diameter expansion reamer can be penetrated.
において、前記ドリルラックで、前記位置情報に基づいて前記ドリ
ルヘッド及び／又は拡径用リーマが前記所定の障害物存
在箇所に位置していると認識される場合のみ、前記研磨
材を含んだ流体のドリルヘッド及び／又は拡径用リーマ
への流入及び当該流入に伴うドリルヘッド及び／又は拡
径用リーマからの高圧噴射がなされるよう制御すること
を特徴とする非開削管埋設工法。 2. The non-open cutting pipe burying method according to claim 1, wherein the drill rack is used to perform the drilling operation based on the position information.
The head and / or the reamer for diameter expansion have the specified obstacles.
Only when it is recognized that it is located at the location
Reamer for drill head and / or diameter expansion of fluid containing material
Inflow and / or drill head and / or expansion associated with the inflow
Controlling high-pressure injection from the diameter reamer
A non-open cutting pipe burying method characterized by.
設工法において、 前記可撓管埋設予定部分に対する地上側からの探査測定
で前記所定の障害物の性状に関する情報を取得して当該
情報も前記ドリルラックの制御部に格納し、前記障害物
の性状に関する情報に基づいて前記研磨材を含んだ流体
のドリルヘッド及び／又は拡径用リーマへの噴射量及び
噴射圧力を調整制御することを特徴とする非開削管埋設
工法。 3. The non-open cutting pipe embedding according to claim 1 or 2.
In the construction method, exploration and measurement from the ground side for the portion where the flexible pipe is to be buried
And obtain the information about the property of the specified obstacle in
Information is also stored in the control unit of the drill rack,
Based on the information on the properties of the fluid containing the abrasive
Injection amount to the drill head and / or reamer for diameter expansion of
Non-cutting pipe burial characterized by adjusting and controlling the injection pressure
Construction method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23267599A JP3489812B2 (en) | 1999-08-19 | 1999-08-19 | Non-drilling pipe burial method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23267599A JP3489812B2 (en) | 1999-08-19 | 1999-08-19 | Non-drilling pipe burial method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2001055883A JP2001055883A (en) | 2001-02-27 |
| JP3489812B2 true JP3489812B2 (en) | 2004-01-26 |
Family
ID=16943041
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP23267599A Expired - Fee Related JP3489812B2 (en) | 1999-08-19 | 1999-08-19 | Non-drilling pipe burial method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3489812B2 (en) |
-
1999
- 1999-08-19 JP JP23267599A patent/JP3489812B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JP2001055883A (en) | 2001-02-27 |
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