JPH0230891A - Method and apparatus for replacing underground buried pipe - Google Patents
Method and apparatus for replacing underground buried pipeInfo
- Publication number
- JPH0230891A JPH0230891A JP63181313A JP18131388A JPH0230891A JP H0230891 A JPH0230891 A JP H0230891A JP 63181313 A JP63181313 A JP 63181313A JP 18131388 A JP18131388 A JP 18131388A JP H0230891 A JPH0230891 A JP H0230891A
- Authority
- JP
- Japan
- Prior art keywords
- pipe
- pipes
- cutter bit
- new
- existing
- 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
Links
- 238000000034 method Methods 0.000 title claims abstract description 13
- 239000012530 fluid Substances 0.000 claims description 7
- 238000010276 construction Methods 0.000 description 9
- 239000004576 sand Substances 0.000 description 5
- 238000009412 basement excavation Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 2
- 239000012634 fragment Substances 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 229910000851 Alloy steel Inorganic materials 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000032683 aging Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 239000000919 ceramic Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 230000001960 triggered effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/28—Enlarging drilled holes, e.g. by counterboring
Landscapes
- Life Sciences & Earth Sciences (AREA)
- Engineering & Computer Science (AREA)
- Geology (AREA)
- Mining & Mineral Resources (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、例えば老朽化した下水道管の更新のように、
地中埋設管を敷設替えするための工法右よびその装置に
関する。[Detailed Description of the Invention] [Industrial Application Field] The present invention is applicable to, for example, renewal of aging sewer pipes,
This article relates to a construction method and equipment for re-laying underground pipes.
従来、既設管の入替工法として、旧管を開削して新管を
入れ換える開削工法が適用されていたが、この工法では
交通渋滞を招き、地盤の弛緩等の不具合を招き易いとい
う欠陥があった。Conventionally, the open-cut method was used to replace existing pipes by excavating the old pipes and replacing them with new pipes, but this method had the drawbacks of causing traffic congestion and being prone to problems such as loosening of the ground. .
このため、開削によらない種々の工法が案出された。For this reason, various construction methods that do not involve excavation have been devised.
その第1は、既設長より1サイズ小さい径の管を挿入す
る、所謂パイプインパイブエ法である。The first method is the so-called pipe-in-pipe method, in which a pipe with a diameter one size smaller than the existing length is inserted.
しかしながら、こ′の工法では、新設管の径が既設管の
径より小さくなり、流量が減少すると共に、下水道管の
場合は管底高さが高くなり、前後の管との関係で不具合
が発生する可能性がある。However, with this construction method, the diameter of the new pipe is smaller than the diameter of the existing pipe, which reduces the flow rate, and in the case of sewer pipes, the bottom height of the pipe increases, causing problems in relation to the pipes before and after it. there's a possibility that.
さらに、この不具合の発生を防止した工法として、旧管
を膨張破砕して、その後に新管を設置して行く膨張破砕
、圧縮破砕等の破砕による工法が特開昭62−1128
30号公報、特開昭62−125197号公報、特開昭
62−146395号公報、特開昭60−160978
号公報等に開示されている。Furthermore, as a construction method to prevent the occurrence of this problem, there is a construction method using crushing such as expansion crushing and compression crushing, in which the old pipe is expanded and crushed, and then a new pipe is installed.
30, JP 62-125197, JP 62-146395, JP 60-160978
It is disclosed in the publication number etc.
また、既設管を新設管で押し出したり他端から牽引して
抜き出す押出し工法、牽引工法が特開昭62−1374
86号公報、特開昭62−112894号公報、特開昭
62−35188号公報、特開昭62−25697号公
報等に開示されている。In addition, the extrusion method and traction method, in which the existing pipe is pushed out with a new pipe or pulled out from the other end, are disclosed in Japanese Patent Application Laid-Open No. 62-1374.
It is disclosed in JP-A No. 86, JP-A-62-112894, JP-A-62-35188, JP-A-62-25697, etc.
さらには、特開昭61−33818号公報に記載のよう
に埋設管の周囲を掘り抜く工法、特開昭60−1296
85号公報に記載のように埋設管の内面を旋削して行く
工法もある。Furthermore, as described in Japanese Patent Application Laid-open No. 61-33818, a construction method for digging around a buried pipe,
There is also a method of turning the inner surface of a buried pipe, as described in Japanese Patent No. 85.
しかしながら、上記破砕工法の適用に際してはコンクリ
ートに鉄筋が入っている場合とか、接続カラーも鋼製の
ものが使用されている場合には、簡単には破砕できない
し、衝撃力によるものは振動公害が惹起される恐れもあ
る。However, when applying the above-mentioned crushing method, if the concrete contains reinforcing bars or if the connecting collar is made of steel, it cannot be easily crushed, and if the crushing method is applied using impact force, it may cause vibration pollution. There is also a risk of being triggered.
また上記押出し工法、牽引工法においては、長期間埋設
により土と管の摩擦力は非常に大きく、反力をとる場所
や管の強度にも問題があり、衝撃や振動を加えて抜くこ
とも行われているが、騒音が発生し好ましくない。In addition, with the above extrusion method and traction method, the frictional force between the soil and the pipe is extremely large due to long-term burial, and there are problems with the location where the reaction force is taken and the strength of the pipe, and it is also possible to remove it by applying shock or vibration. However, it generates noise, which is not desirable.
本発明において解決すべき課題は、地中埋設管の取替え
に際しての従来の工法の問題点を解決して、鉄筋コンク
リート管、陶管、塩ビ管等の他、接続カラーを有する埋
設管を自ら破砕、岩片や土砂を排除し、掘削能率を向上
して、その上、敷設替えを確実に、周辺に何等の被害を
もたらすことなく行うことができるようにすることにあ
る。The problem to be solved by the present invention is to solve the problems of conventional construction methods when replacing underground pipes, and to crush underground pipes with connecting collars in addition to reinforced concrete pipes, ceramic pipes, PVC pipes, etc. The purpose is to eliminate rock fragments and earth and sand, improve excavation efficiency, and also ensure that re-laying can be carried out without causing any damage to the surrounding area.
本発明の地中埋設管の敷設替えは、地中埋設管を先導管
に設けたカッタービットにより内周面から掘削し、同掘
削による掘削屑を先導管の内部から導出して除去し、同
除去部に推進機により新管を推進埋設することによって
、上記課題を解決したものである。To replace the underground pipe of the present invention, the underground pipe is excavated from the inner peripheral surface using a cutter bit installed in the lead pipe, and the excavated debris from the excavation is removed from the inside of the lead pipe. The above problem was solved by propelling and burying the new pipe in the removal section using a propulsion device.
第1図〜第3図は本発明の工法に適用するカッターヘッ
ドに取付けるビットの構造を示し、第4図〜第5図はカ
ッターヘッドの構造とその使用態様を示す。1 to 3 show the structure of a bit attached to a cutter head applied to the construction method of the present invention, and FIGS. 4 to 5 show the structure of the cutter head and its usage mode.
第1図は上記カッタービット1の外観を示す。FIG. 1 shows the appearance of the cutter bit 1 described above.
同図において、2は円錐台状本体3の外周に設けられた
主刃を示す。同主刃2は、通常高抗張力合金鋼等から本
体3と一体的に作られている。In the figure, 2 indicates a main blade provided on the outer periphery of the truncated conical main body 3. The main blade 2 is usually made integrally with the main body 3 from high tensile strength alloy steel or the like.
第2図は第1図を■−■線方向から見た切断図を示す。FIG. 2 shows a cutaway view of FIG. 1 viewed from the direction of the line ■-■.
同図に示すように、前記の円錐台状本体3の外周に設け
られた主刃2は、本体3の外周に4個十字形に配列した
第1の刃列21と同第1の刃列21と丁度45度ずらせ
て配置した第2の刃列22とがその回転軸の方向に交互
に3列配列されている。4は各主刃2の間の刃底部分に
穿設し掘削した既設管の屑を移送する孔を示す。As shown in the figure, the main blade 2 provided on the outer periphery of the truncated conical main body 3 has a first blade row 21 arranged in a cross shape on the outer periphery of the main body 3. 21 and a second row of blades 22, which are arranged exactly 45 degrees apart, are arranged in three rows alternately in the direction of the rotation axis. Reference numeral 4 indicates a hole drilled at the bottom of the blade between the main blades 2, through which waste from the excavated existing pipe is transferred.
同移送孔4の配置および形状は、先端部の主刃は老朽管
及び岩盤の一次破砕、すなわち先導的役割から、また最
後列の主刃は推進機軌道の拡孔の役割といった点から、
最前列と最後列を除いて、各刃列21と22における各
月2との間に1個づつ設けるのが好ましい。The arrangement and shape of the transfer hole 4 are based on the following points: the main blade at the tip plays a leading role in primary crushing of old pipes and rock, and the main blade in the last row plays a role in expanding the propulsion machine track.
It is preferable to provide one blade between each month 2 in each blade row 21 and 22, except for the front row and the rear row.
第3図はカッタービットlの縦断面構造を示す図である
。同図を参照して、その内部には、先端に設けられた圧
力流体供給孔5と後端に設けられた排土孔6と連通する
内腔部7が形成され、さらに前記移送孔3が同内腔部7
に連通している。FIG. 3 is a diagram showing the longitudinal cross-sectional structure of the cutter bit l. Referring to the figure, a lumen 7 is formed in the interior thereof, which communicates with a pressure fluid supply hole 5 provided at the tip and a soil removal hole 6 provided at the rear end, and furthermore, the transfer hole 3 is connected to the Same internal cavity part 7
is connected to.
第4図は本発明のカッタービット1を先導管Aに取付け
たカッターヘッド10を断面によって示す図であり、第
5図は同カッターヘッドIOを正面から見た図である。FIG. 4 is a cross-sectional view of the cutter head 10 in which the cutter bit 1 of the present invention is attached to the leading tube A, and FIG. 5 is a front view of the cutter head IO.
これらの図を参照して、カッターヘッド10は、先導管
への先端のガイドケーシングBの後部軸Cの周囲に通常
4個、ベアリングDを介して回転駆動可能に取付けられ
る。そして、先導管A内の圧搾流体、通常は圧縮゛空気
の通路Eとカッタービットlの圧力流体供給孔5と回転
シールリングFを介して連通し、その後端の排土孔6は
先導管への排出口Gに開口している。そして、第5図に
示すように、カッターヘッド10におけるカッタービッ
ト1の取付は最大半径Rは、既設管aの半径に相当する
ように構成されている。Referring to these figures, generally four cutter heads 10 are rotatably mounted via bearings D around a rear shaft C of a guide casing B at the tip to the leading pipe. The compressed fluid, usually compressed air, in the leading pipe A communicates with the compressed fluid supply hole 5 of the cutter bit 1 via the rotary seal ring F, and the soil discharge hole 6 at the rear end is connected to the leading pipe. It opens to the discharge port G of. As shown in FIG. 5, the cutter bit 1 is attached to the cutter head 10 so that the maximum radius R corresponds to the radius of the existing pipe a.
これによって、先導管への内部に装備している駆動機(
図示せず)の回転によってカッタービットlを回転させ
ることにより、削岩刃2が地下埋設管aを破砕しながら
先導管Aは推進機の推力により貫入していく。破砕され
た管片及び土砂は、カッタービット1の吸引孔4よりカ
ッタービット1の内部の内腔部7へと吸引されると同時
に、カッタービット1の先端部の圧力流体供給孔5より
圧力流体が圧入されるので、管片及び土砂は先導管Aの
内部へと移送され、先導管式に溜る管破砕片や土砂の量
は減少するので、先導管Aの貫入、摩擦抵抗が減り、推
進速度を早め推進効果を向上させる。This allows the driver installed inside the lead pipe (
By rotating the cutter bit l by the rotation of the drill bit (not shown), the lead pipe A penetrates through the underground pipe A by the thrust of the propulsion machine while the rock cutting blade 2 crushes the underground pipe a. The crushed pipe pieces and earth and sand are sucked into the internal cavity 7 of the cutter bit 1 through the suction hole 4 of the cutter bit 1, and at the same time, pressure fluid is supplied through the pressure fluid supply hole 5 at the tip of the cutter bit 1. is press-fitted, the pipe fragments and earth and sand are transferred to the inside of the lead pipe A, and the amount of pipe debris and earth and sand that accumulates in the lead pipe type is reduced, so the penetration and frictional resistance of the lead pipe A is reduced, and the propulsion Increase speed and improve propulsion effect.
第6図〜第8図は、本発明の工法の実施態様を工程順に
示す図である。FIG. 6 to FIG. 8 are diagrams showing the embodiment of the construction method of the present invention in order of steps.
第6図は本発明のカッターヘッド10による既設管aの
掘削状態を示す。同図において、複数個の既設管aが発
進側のマンホールbと到達側のマンホールCの間に敷設
されている。dは発進側マンホールCの近傍に建て込ん
だ発進用ケーシングを示す。FIG. 6 shows a state in which an existing pipe a is excavated by the cutter head 10 of the present invention. In the figure, a plurality of existing pipes a are laid between a manhole b on the departure side and a manhole C on the arrival side. d shows the starting casing built near the starting side manhole C.
まず、既設管aの取替えに際しては、この発進用ケーシ
ングdの中に小口径推進機eを設置して、上記第1図〜
第5図に示すカッターへラド10を回転駆動するととも
に、推進機eにより推進させる。同小口径推進機12と
しては、特願昭59−198213号明細書において、
本願出願人が開示した推進機を用いることが好ましい。First, when replacing the existing pipe a, a small-diameter propulsion machine e is installed in this starting casing d, and the
The cutter 10 shown in FIG. 5 is rotated and propelled by a propulsion device e. As the small diameter propulsion device 12, in the specification of Japanese Patent Application No. 198213/1982,
It is preferable to use the propulsion device disclosed by the applicant.
そして、既設管aの中にカッターヘッド10を先端に取
付けた先導管式を推進機eによって推進しながら、既設
管aを掘削すると共に、既設管aの掘削屑を後方から排
出し、仮管fを先導管Δに連結していく。Then, while propelling a leading pipe type with a cutter head 10 attached to the tip inside the existing pipe a by a propulsion device e, the existing pipe a is excavated, the excavated waste of the existing pipe a is discharged from the rear, and the temporary pipe is Connect f to the leading pipe Δ.
第7図は、第6図′に示すカッターヘッド10が推進し
て到達マンホールCに到達し、発進用ケーシングdと到
達マンホールCとの間が、先導管式に後続して連結され
た仮管fに置き替わった状態を示す。FIG. 7 shows that the cutter head 10 shown in FIG. 6' is propelled to reach the reaching manhole C, and a temporary pipe is connected between the starting casing d and the reaching manhole C in a leading pipe manner. This shows the state replaced by f.
そして、第8図は推進器eによって、新規本管gを推進
し、仮管fと置き替えつつある状態を示す。FIG. 8 shows a state in which the new main pipe g is being propelled by the propeller e to replace the temporary pipe f.
このようにして、既設管aは内側から、掘削除去され、
同除去部分に仮管が設置され、さらに、推進機により、
仮管が新管によって到達側マンボールに押し出され、そ
の跡に連続して新管が設置されることになる。In this way, the existing pipe a is excavated and removed from the inside,
A temporary pipe was installed in the removed area, and a propulsion machine was used to
The tracheal tube is pushed out by the new tube to the destination man-ball, and a new tube is installed in its wake.
本発明によって以下の効果を奏することができる。 The following effects can be achieved by the present invention.
(1) 既設管を内側から削り取り、その削り屑を推
進機のケーシングから外部に排出するものであるので、
取替交換゛が可能となる。(1) The existing pipe is scraped from the inside and the scraps are discharged from the propulsion casing to the outside.
Replacement/exchange becomes possible.
(2)取替えに際して、大きな反力を必要としないので
、格別の推進機械を必要とせず、従来の小口径推進機械
を利用することができる。(2) Since a large reaction force is not required for replacement, a special propulsion machine is not required, and a conventional small-diameter propulsion machine can be used.
(3) カッターヘッド自身が排土能力を有している
ので、掘削推進効果が飛躍的に向上する。(3) Since the cutter head itself has soil removal capability, the excavation propulsion effect is dramatically improved.
(4)振動等による騒音の発生が少ない。(4) Less noise is generated due to vibrations, etc.
添付図は本発明の実施例を示す図である。
第1図〜第5図は本発明のカッターヘッドを示し、第6
図〜第8図はカッターヘッドによる埋設管の取替え工程
を示す図である。
:カッタービット
:ビット本体
:圧力流体供給孔
:内腔部
:カッターへッ
l:第1の刃列
ド
2:主刃
4:土砂移送孔
6:排出孔
22:第2の刃列
特許出願人 株式会社 共栄土建The accompanying drawings illustrate embodiments of the invention. 1 to 5 show the cutter head of the present invention;
Figures 8 to 8 are diagrams showing the process of replacing the buried pipe using the cutter head. : Cutter bit: Bit body: Pressure fluid supply hole: Inner cavity: Cutter head: First blade row 2: Main blade 4: Earth and sand transfer hole 6: Discharge hole 22: Second blade row Patent applicant Kyoei Doken Co., Ltd.
Claims (1)
内周面から掘削し、同掘削による掘削屑を先導管の内部
から導出して除去し、同除去部に推進機により新管を推
進埋設することを特徴とする地中埋設管の敷設替え方法
。 2、回転軸方向に主刃列を配置し、同主刃列の刃底に土
砂移送孔を穿設すると共に、カッタービットの内部に内
腔を設け、先端に設けた圧力流体供給孔と後端に設けた
排出孔と同記排出孔と移送孔とを前記内腔とそれぞれ連
通してなることを特徴とする地中埋設管の敷設替え装置
。[Scope of Claims] 1. Excavating an underground pipe from the inner circumferential surface using a cutter bit provided in the leading pipe, removing the excavated debris from the inside of the leading pipe, and propelling it to the removal section. A method for replacing underground pipes, which is characterized by propelling and burying new pipes using a machine. 2. A main blade row is arranged in the direction of the rotation axis, and a dirt transfer hole is bored in the bottom of the main blade row, and a bore is provided inside the cutter bit, and a pressure fluid supply hole provided at the tip and a rear A re-laying device for an underground pipe, characterized in that a discharge hole provided at an end, and a discharge hole and a transfer hole are respectively communicated with the inner cavity.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP63181313A JP2647692B2 (en) | 1988-07-19 | 1988-07-19 | Underground pipe laying replacement method and equipment |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP63181313A JP2647692B2 (en) | 1988-07-19 | 1988-07-19 | Underground pipe laying replacement method and equipment |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH0230891A true JPH0230891A (en) | 1990-02-01 |
JP2647692B2 JP2647692B2 (en) | 1997-08-27 |
Family
ID=16098496
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP63181313A Expired - Fee Related JP2647692B2 (en) | 1988-07-19 | 1988-07-19 | Underground pipe laying replacement method and equipment |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP2647692B2 (en) |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2003056283A (en) * | 2001-08-17 | 2003-02-26 | Sanwa Kizai Co Ltd | Machine for replacement of worn-out pipe |
US6896077B1 (en) | 2002-11-04 | 2005-05-24 | The Charles Machines Works, Inc. | Rotary driven pipe-bursting tool |
KR101237749B1 (en) * | 2012-11-13 | 2013-02-27 | 윤석인 | Propulsion unit head that is used in shield method |
EP3617437A1 (en) * | 2018-08-31 | 2020-03-04 | Alteilges, Birgit | Cone cutter for removing a plastic pipe laid in the ground |
KR102097924B1 (en) * | 2019-10-22 | 2020-04-06 | 안종하 | Down hole zet pump for horizontal Directional Drilling method |
-
1988
- 1988-07-19 JP JP63181313A patent/JP2647692B2/en not_active Expired - Fee Related
Cited By (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2003056283A (en) * | 2001-08-17 | 2003-02-26 | Sanwa Kizai Co Ltd | Machine for replacement of worn-out pipe |
US6896077B1 (en) | 2002-11-04 | 2005-05-24 | The Charles Machines Works, Inc. | Rotary driven pipe-bursting tool |
US7353889B1 (en) | 2002-11-04 | 2008-04-08 | The Charles Machine Works, Inc. | Rotary driven pipe-bursting tool |
KR101237749B1 (en) * | 2012-11-13 | 2013-02-27 | 윤석인 | Propulsion unit head that is used in shield method |
EP3617437A1 (en) * | 2018-08-31 | 2020-03-04 | Alteilges, Birgit | Cone cutter for removing a plastic pipe laid in the ground |
KR102097924B1 (en) * | 2019-10-22 | 2020-04-06 | 안종하 | Down hole zet pump for horizontal Directional Drilling method |
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