JP2000274184A - Laying method for inground buried pipeline - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a laying method for an inground buried pipeline in which the pipe insertion work can be carried out serially, smoothly and definitely by a single machine even though the pipe laying route exists in stable natural ground, easily collapsable natural ground, ground where both of the conditions stated above are mixed together, or ground where base rocks or boulders appear. SOLUTION: Excavation means 2 excavates front sediment while crushing base rock, boulders, sediment or the like into smaller pieces in the front excavation ground, feeds slurry through a plurality of liquid feed holes 14 by sending slurry under pressure from the rear side, agitates excavated sediment and slurry sent thereby fluidizing the mixture, and stabilizes the excavated portion and its vicinities by creating a pressure balance between the earth pressure at the excavated portion that has been turned into a mud film form and at the vicinities of the excavated portions and the pressure of slurry sent under pressure; and the excavated earth and crushed stones from the ground are removed and sent from a bulkhead slurry discharge hole of an excavation chamber 13 in a drive body 1 to the rear portion and temporarily stored in a storage tank 29 by means of the opening and closing a soil removal valve 26 controlled by the pressure balance created in the slurry removing pipe 25 described above and are discharged rearward by plug fluid transportation utilizing vacuum power and the drive sequentially advances.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【０００１】[0001]

【産業上の利用分野】本発明は、埋設管を敷設する地山
が、安定地盤および崩壊しやすい不安定地盤に関係なく
単一の装置により掘削推進することができる地中埋設管
敷設方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of laying underground buried pipes in which the ground on which the buried pipes are laid can be excavated and propelled by a single device regardless of the stable ground and the easily crushable unstable ground. .

【０００２】[0002]

【従来の技術】現今、地中へ埋設管を敷設する施工は、
該掘削推進によって地山に玉石や転石，岩盤などでない
地盤等においては、スポーク型のカッターヘッドを利用
して、チャンバー内に取り込んだ掘削土砂と、外部から
圧送される粘度や比重を適度に調整された高粘度、高比
重の液を混合撹拌して切羽に送り、この泥水液を地山の
掘削土砂と混合させて、かつ、この掘削土砂に溶け込ま
せて、地山空間部の目詰効果を発揮させて地山崩落を防
止しながら、また、管周囲に泥膜を形成させて推進する
工法が知られている。2. Description of the Related Art At present, laying buried pipes underground is performed by:
When the ground is not cobblestone, boulder, rock, etc. due to the excavation, the spoke-type cutter head is used to appropriately adjust the excavated earth and sand taken into the chamber and the viscosity and specific gravity pumped from the outside. The high viscosity, high specific gravity liquid is mixed and agitated and sent to the face, and the muddy liquid is mixed with the excavated earth and sand, and melted into the excavated earth and sand, thereby clogging the ground space. There is known a construction method in which the ground is prevented from falling by preventing the collapse of the ground, and a mud film is formed around the pipe for propulsion.

【０００３】一方、岩盤や巨礫の出没が予定される地盤
等においては、その先頭部のカッターディスク（面盤）
に取り付けられたローラビット等により岩盤や巨礫を一
次破砕し、これを推進機の内部に設けたコーンクラッシ
ャで二次破砕して、還流ポンプで掘削土砂と共に後方へ
運んでいた。[0003] On the other hand, in the ground where rocks and boulders are expected to appear, a cutter disk (face plate) at the head thereof is used.
The rocks and boulders were first crushed by a roller bit or the like attached to the propulsion unit, secondly crushed by a cone crusher provided inside the propulsion unit, and transported to the back together with excavated earth and sand by a return pump.

【０００４】これらの工法およびその工法に使用する装
置は、それぞれ掘削地盤の状態において適宜選定される
もので、一度工事に掛かった後に、地中における埋設管
の敷設路の地盤性状が変化しない場合には、比較的効率
よく埋設管の推進が行なわれる。[0004] These construction methods and the equipment used in the construction method are appropriately selected depending on the state of the excavated ground, and once the construction is started, the ground properties of the laid path of the buried pipe in the ground do not change. In this case, the buried pipe is relatively efficiently propelled.

【０００５】しかしながら、長距離にわたる埋設管の敷
設路の地盤は、軟弱地盤と砂，砂礫，玉石層および転石
や巨礫等を有する地盤等が混在することが多く、例え
ば、砂地盤への推進掘進時に、突然大きな転石が出現し
たときには、前記したスポーク型のカッターヘッドで
は、この転石等は破砕することができず、やむなく、地
上よりボーリングロッドで割るとか、あるいは、地上か
ら縦穴を掘ってこの転石を取り除いたりしていた。しか
し、この工事は、推進が一旦停止されるため施工期間が
延長されて施工費の高騰となるばかりか、障害となる転
石がある上部に埋設管とか他の埋設物がある場合、また
は交通量が多いなどの場合には、地上からはこの転石を
取り除く作業は何もできない。[0005] However, the ground of a laying path of a buried pipe over a long distance often includes a soft ground and a ground having sand, gravel, boulders, boulders, boulders, and the like. Sometimes, when a large boulder suddenly appears, the above-mentioned spoke-type cutter head cannot break the boulder or the like, and must divide it with a boring rod from the ground, or dig a vertical hole from the ground to cut this boulder. Was removed. However, in this construction, the propulsion is temporarily stopped, so the construction period is extended and the construction cost rises.In addition, if there is a buried pipe or other buried object on the upper part where there is a boulder, If there are many, there is no work to remove this boulder from the ground.

【０００６】また、ローラービット等の付いた面盤タイ
プでの砂礫，玉石，転石など透水性の高い崩壊しやすい
地盤に対して、推進掘進時の突然に湧水等が多く出ると
ころに遭遇したときは、前記カッターヘッドにより前方
地盤の土砂を必要以上に取り込んでしまい、落盤を生じ
させて地上において大きな悪影響を与えたり、推進機の
推進方向や施工精度が悪くなる不都合がある。[0006] In addition, a large amount of spring water or the like is suddenly encountered during the propulsion excavation on a highly permeable and easily collapsed ground such as gravel, cobblestone, and boulder in a surface type with a roller bit or the like. In some cases, the cutter head may take in more earth and sand on the front ground than necessary, causing a fall of the ground, causing a large adverse effect on the ground, and a disadvantage in that the propulsion direction and construction accuracy of the propulsion device are deteriorated.

【０００７】そのため、目詰め剤を調合した高濃度・高
粘度の泥水を送って地山を安定させようとしても、還流
する循環式の泥水方式では、濃度と粘性とも限度がある
ことと、送泥と排泥とが同時に行われて循環的に排出さ
れてしまうので、切羽部にはこの高濃度・高粘度の泥水
が到達できず、該切羽部に適正な泥膜を形成して地盤安
定を十分に図ることができない。[0007] Therefore, even if an attempt is made to stabilize the ground by feeding high-concentration and high-viscosity mud mixed with a filling agent, the circulation-type mud system in which there is a reflux has limitations in both concentration and viscosity. Since the mud and the mud are discharged at the same time and are discharged cyclically, mud with high concentration and high viscosity cannot reach the face, forming an appropriate mud film on the face and stabilizing the ground. Cannot be achieved sufficiently.

【０００８】更に、推進機の回りの地盤を固めて地盤を
安定させる必要があるもので、該当する地盤へ地上から
ボーリングロッドで縦穴を掘り薬液注入を行う工事をし
なければならないが、この工事は、希望する位置へ正し
くかつ効率よく注入することが難しく、高価な薬剤を無
駄に供給したり、縦穴の穿孔時に推進機へ誤って孔を開
けてしまう事故がある。等のように、これら様々に出現
する地盤に対して、一台の機械で一連に掘削推進するこ
とはできないものであった。Further, it is necessary to solidify the ground around the propulsion device to stabilize the ground, and it is necessary to dig a vertical hole with a boring rod from the ground to the corresponding ground and to inject a chemical solution. However, it is difficult to correctly and efficiently inject the medicine into a desired position, and there is an accident that an expensive medicine is wastefully supplied or a hole is accidentally made in a propulsion machine when a vertical hole is made. And so on, it was impossible to excavate and propell a series of excavations on these various appearing grounds with a single machine.

【０００９】[0009]

【発明が解決しようとする課題】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、掘削地盤におけ
るその前方の岩盤や転石，巨礫および土砂等を、前記掘
削手段により小割りに破砕しつつ前方土砂を掘り出し、
前記複数の送液孔から泥水を後方から圧送して、前記掘
削手段により掘削土砂と送泥水とを撹拌混合し流動化し
て、泥膜状となった掘削部および掘削部周辺の土圧と加
圧送泥水との圧力バランスによって、該掘削部および掘
削部周辺を安定させ、地盤の掘削土や破砕石は、前記掘
進体における掘削室の隔壁排泥口から、排泥管に設けた
前記圧力バランスによって制御される排土バルブの開閉
により、後部へ排送出して蓄溜槽に一時蓄溜し、その
後、真空力を利用したプラグ流体輸送によって後方へ排
土して、順次掘進することにより、埋設管を敷設する地
山が安定地盤や崩壊しやすい地盤あるいはこれら両地盤
が混在している敷設路に、岩盤や転石，巨礫等が出現す
る地盤でも、単一の装置により一連に円滑で確実な挿管
施工を行なうことができる地中埋設管敷設方法を提供す
ることを目的としている。SUMMARY OF THE INVENTION The present invention has been made in order to solve the above-mentioned problems. Rocks, boulders, boulders, earth and sand, etc. in front of an excavated ground are divided into small portions by the excavating means. Digging the earth and sand ahead while crushing,
The muddy water is pumped from behind through the plurality of liquid feed holes, and the excavating means mixes and fluidizes the excavated earth and sand with the muddy water to fluidize the muddy water. The excavated portion and the vicinity of the excavated portion are stabilized by the pressure balance with the pumping muddy water, and the excavated soil and crushed stone in the ground are removed from the excavation chamber partition wall of the excavated body by the pressure balance provided in the mud pipe. By opening and closing the discharge valve controlled by the pump, it is discharged to the rear, temporarily stored in the storage tank, and then discharged backward by plug fluid transport using vacuum force, and buried by digging sequentially Even if the ground where the pipes are laid is stable ground, easily collapsed ground, or ground where rocks, boulders, boulders, etc. appear on the laid road where both grounds are mixed, a single device can be used to smoothly and reliably perform Intubation can be performed And its object is to provide a underground pipe laying methods that can.

【００１０】[0010]

【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、多数のカッタビットを取り付け
た面盤を前部に備えた掘削手段を先頭部の掘進体に設け
て、この掘削手段における面盤の前面部、および前記掘
進体の周部に設けた複数の送液孔から、掘削地盤に合っ
た濃度と比重と送量とを調整した泥水を送出しつつ、前
記掘進体の後部に接続させた埋設管を介して前記掘進体
を推進手段により推進し、地中に所定長さの埋設管を敷
設する地中埋設管敷設方法にあって、掘削地盤における
その前方の岩盤や転石，巨礫および土砂等を、前記掘削
手段により小割りに破砕しつつ前方土砂を掘り出し、前
記複数の送液孔から泥水を後方から圧送して、前記掘削
手段により掘削土砂と送泥水とを撹拌混合し流動化し
て、泥膜状となった掘削部および掘削部周辺の土圧と加
圧送泥水との圧力バランスによって、該掘削部および掘
削部周辺を安定させ、前記地盤の掘削土砂や破砕石は、
前記掘削手段に穿設した排出口から前記掘進体における
掘削室に取り入れ、該掘削室の隔壁排泥口から、排泥管
に設けた前記圧力バランスによって制御される排土バル
ブの開閉により、後部へ排送出して前記掘削体内の蓄溜
槽に一時蓄溜し、更に、この蓄溜槽から真空力を利用し
たプラグ流体輸送によって排土し、順次地中へ埋設管を
敷設する地中埋設管敷設方法にある。According to the present invention, there is provided a drilling means having a face plate to which a number of cutter bits are attached at a front portion, provided on a leading portion of a drilling body. The excavation means sends muddy water whose concentration, specific gravity, and feed rate are adjusted to the excavation ground from a plurality of liquid supply holes provided on a front surface portion of the face plate and a peripheral portion of the excavation body. The underground buried pipe laying method of laying a buried pipe of a predetermined length in the ground by propelling the excavated body through a buried pipe connected to the rear part of the body and laying a buried pipe of a predetermined length in the ground, Rocks, boulders, boulders, earth and sand, etc. are crushed into small pieces by the excavating means to dig out frontal sand and muddy water is pumped from the plurality of liquid supply holes from the rear, and the excavating means mixes the excavated earth and muddy water with muddy water. Was mixed and fluidized to form a muddy film By the pressure balance between the cutting portion and excavation earth pressure and pressure pumping mud near, the drilling unit and to stabilize the peripheral excavation, excavation sand and crushed stone of the ground, the
It is taken into the excavation chamber of the excavated body from a discharge port formed in the excavation means, and is opened and closed by a discharge valve controlled by the pressure balance provided in the mud pipe from a partition discharge port of the excavation chamber. Underground buried pipe laying to lay a buried pipe in the ground sequentially by discharging it to the storage tank in the excavated body and temporarily storing it in the storage tank in the excavated body, discharging the soil from this storage tank by plug fluid transportation using vacuum force In the way.

【００１１】そして、多数のカッタビットを取り付けた
面盤を前部に備えた掘削手段を先頭部の掘進体に設け
て、この掘削手段における面盤の前面部、および前記掘
進体の周部に設けた複数の送液孔から、掘削地盤に合っ
た濃度と比重と送量とを調整した泥水を送出しつつ、前
記掘進体の後部に接続させた埋設管を介して前記掘進体
を推進手段により推進し、地中に所定長さの埋設管を敷
設する地中埋設管敷設方法にあって、前記掘進体の複数
箇所における周部に地盤改良安定剤の吐出孔を設けて、
埋設管の掘進時に、該掘進体の周囲における地盤が砂礫
などで崩壊しやすいところや層境，軟弱層等で前記掘進
体の方向制御が難しい地盤を有するときは、この地盤へ
対応する前記吐出孔において前記掘進体の内部から前記
地盤改良安定剤を吐出して、この地盤改良安定剤により
地盤改良しつつ、地中へ埋設管を敷設することを特徴と
する地中埋設管敷設方法。An excavating means having a front face provided with a number of cutter bits is provided on the front excavation body, and the excavating means is provided on the front face of the excavating means and on the periphery of the excavating body. Means for propelling the excavating body through a buried pipe connected to a rear portion of the excavating body while sending muddy water whose concentration, specific gravity and feeding amount are adjusted to the excavated ground from the plurality of liquid supply holes provided. In the underground laying pipe laying method of laying a buried pipe of a predetermined length in the ground, by providing a discharge hole of the ground improvement stabilizer in the periphery at a plurality of locations of the excavated body,
When excavating a buried pipe, if the ground around the excavated body is easily collapsed by gravel or the like, or if there is a ground where the direction control of the excavated body is difficult due to a layer boundary, a soft layer, or the like, the discharge corresponding to the ground is performed. A method of laying a buried pipe underground, comprising: discharging the ground improvement stabilizer from the inside of the excavated body in the hole and laying a buried pipe in the ground while improving the ground with the ground improvement stabilizer.

【００１２】[0012]

【実施例】次に、本発明に関する地中埋設管敷設方法の
一実施例を図面に基づいて説明する。図１および図２に
おいてＡは地中埋設管敷設装置で、地中に所定長さの埋
設管ｂを敷設する管推進工法において、埋設管ｂを敷設
する地山（掘削部）が安定地盤および崩壊しやすい不安
定な地盤に関係なく、あるいは、安定地盤または不安定
地盤において一つの工事の途中にあって、その敷設路に
岩盤や転石，巨礫等が現れる地盤を連続して掘削推進す
ることができるものであって、掘進体１と、掘削手段２
と、送液手段３と、排泥土手段４とにより基本的に構成
される。Next, an embodiment of a method for laying underground pipes according to the present invention will be described with reference to the drawings. 1 and 2, A is an underground pipe laying device. In a pipe propulsion method of laying a buried pipe b of a predetermined length in the ground, a ground (excavation portion) where the buried pipe b is laid is stable ground and Regardless of unstable ground that is likely to collapse, or in the middle of one construction work on stable ground or unstable ground, continuously excavate and promote the ground where rocks, boulders, boulders, etc. appear on the laid road Digging body 1 and digging means 2
, The liquid sending means 3 and the mud discharging means 4.

【００１３】そして、前記した掘進体１は、地中に敷設
させる先頭の埋設管ｂの前部に取り付けて、この掘進体
１と後続する埋設管ｂを介して発進坑５に設置した油圧
ジャッキ等の推進手段６により加圧推進される。The excavating body 1 is attached to the front of the first buried pipe b to be laid underground, and the hydraulic jack installed in the starting pit 5 via the excavating body 1 and the following buried pipe b. And the like.

【００１４】なお、この推進手段６は、発進坑５上に設
置した油圧ユニット７からの動力油圧が油圧ホースを介
して伝達される。The propulsion means 6 receives power hydraulic pressure from a hydraulic unit 7 installed on the starting pit 5 via a hydraulic hose.

【００１５】前記した掘削手段２は、掘進体１の前部に
おいて駆動手段８により回転自在に設けてあって、図２
に示すように、その前面部の面盤９に植設した多数から
なるカッタービット１０を地山Ｓ（掘削部）に対応させ
てあるもので、このカッタービット１０は、面盤９の前
部および外周部へ一定の配列で万遍なく設けて、岩盤や
転石，巨礫等を小粒度に破砕するものであり、このカッ
タービット１０は掘削土砂と送泥水との混合・撹拌を効
率よく行う。The above-mentioned excavating means 2 is provided rotatably by a driving means 8 at the front portion of the excavating body 1 and is shown in FIG.
As shown in the figure, a large number of cutter bits 10 planted on a face plate 9 at the front portion thereof correspond to the ground S (excavation portion). In addition, the cutter bits 10 are provided uniformly in a fixed arrangement on the outer periphery and crush rocks, boulders, boulders, and the like to a small particle size. The cutter bit 10 efficiently mixes and agitates excavated earth and sand with muddy water.

【００１６】この面盤９には、図示してないクラッシャ
ー等の破砕手段を設けることもあるもので、所定粒度に
砕かれた石等は、図２に示すように、面盤９に穿設した
排出口１１およびカッタービット１０における周囲の排
出口１１ａから、掘進体１を経て後方の発進坑５へ排出
される。The face plate 9 may be provided with crushing means such as a crusher (not shown). Stones or the like crushed to a predetermined particle size are formed on the face plate 9 as shown in FIG. It is discharged from the drain port 11 and the surrounding discharge port 11a of the cutter bit 10 through the excavating body 1 to the starting shaft 5 behind.

【００１７】また、駆動手段８は、掘進体１の内部に取
り付けた隔壁板１２に減速機を介して電動モータを取り
付け、この電動モータの出力軸に面盤９を固着してある
もので、前記隔壁板１２により掘進体１の後部内と地山
Ｓとの間において、掘進体１内に所定土圧バランスに制
御された掘削室１３が形成されるものであり、面盤９の
背部には撹拌羽根９ａが放射状に複数枚が突設されてい
て、掘削室１３内の掘削土砂と泥水との撹拌混合が円滑
かつ効率よく行えるようにしてある。The driving means 8 has an electric motor mounted on a partition plate 12 mounted inside the excavating body 1 via a speed reducer, and a face plate 9 is fixed to an output shaft of the electric motor. An excavation room 13 controlled to a predetermined earth pressure balance is formed in the excavated body 1 between the rear portion of the excavated body 1 and the ground S by the partition wall plate 12, and is formed on the back of the face plate 9. The agitating blade 9a is provided with a plurality of radially projecting blades, so that the agitation and mixing of the excavated earth and sand and the muddy water in the excavating chamber 13 can be performed smoothly and efficiently.

【００１８】前記した送液手段３は、掘削室１３内およ
び面盤９と掘進体１の外周部更に面盤９と掘進体１の間
に設けた送液孔１４へ、清水または泥水（高濃度のもの
もある。）等の液を圧送するもので、地上等に設置した
送泥プラントとからなる供給槽１５等に収容した液を用
いるもので、面盤９の送液孔１４より噴出させる主ライ
ンと、面盤９と掘進体１の外周部および面盤９と掘進体
１の送液孔１４より噴出させる複合ラインとからなる。The above-mentioned liquid sending means 3 feeds fresh water or muddy water (high water) to the inside of the excavating chamber 13 and to the liquid sending hole 14 provided between the face plate 9 and the excavating body 1 and the outer peripheral portion of the excavating body 1. And a liquid stored in a supply tank 15 or the like comprising a mud feeding plant installed on the ground or the like, and is ejected from a liquid sending hole 14 of the face plate 9. And a composite line ejected from the face plate 9 and the outer peripheral portion of the excavation body 1 and from the liquid supply hole 14 of the face plate 9 and the excavation body 1.

【００１９】そして、掘削室１３内へ送液する場合は、
隔壁板１２の適所に設けた送液口１６と供給槽１５とを
開閉バルブ（図示せず）を有する配管１８により連結し
てあって、所定量と所定圧に調整されて圧送ポンプ（図
示せず）により送られるもので、この掘削室１３内にお
いて掘削土と泥水が充満し、常に所定条件の土圧バラン
スが取られた状態に維持されており、掘削手段２の適所
に設けた土圧計（図示せず）による情報に基づいて地上
において、後記する排泥土手段４の作用と相俟って管理
および制御されることで、地山Ｓに崩壊を生ずることな
く安定的に保持される。When the liquid is sent into the excavating chamber 13,
A liquid feed port 16 provided at an appropriate position of the partition plate 12 and a supply tank 15 are connected by a pipe 18 having an open / close valve (not shown). The excavation chamber 13 is filled with excavated soil and muddy water, and is always maintained in a state in which the earth pressure is balanced under predetermined conditions. The ground S is stably maintained without collapse on the ground by being managed and controlled on the ground in accordance with the operation of the mud discharging means 4 described later on the basis of the information (not shown).

【００２０】なお、この掘削室１３には、必要に応じ
て、排液手段２０が連係されることもあり、隔壁板１２
の適所に設けた排液口２１に連結した開閉バルブを有す
る配管（図示せず）より、適宜、排泥して掘削室１３内
の土圧バランスが取ることもある。The excavation chamber 13 may be connected with a drainage means 20 if necessary.
In some cases, mud is drained from a pipe (not shown) having an open / close valve connected to the drain port 21 provided at an appropriate position to balance the earth pressure in the excavation chamber 13.

【００２１】また、面盤９すなわち掘削手段２の地山Ｓ
の対応部と、面盤９に設けた送液孔１４へ送液する主ラ
インの場合は、この送液孔１４と供給槽１５とを開閉バ
ルブ（図示せず）を有する配管２２により連結してあ
り、更に掘進体１の間に設けた送液孔１４へ送液する場
合は、この送液孔１４と供給槽１５とを開閉バルブ（図
示せず）を有する配管２３により連結してあって、それ
ぞれ個別に所定量と所定圧に調整されて、かつ、高濃
度，高比重，高粘性を有する液体からなる粘性泥液を圧
送ポンプ（図示せず）により送られるもので、この液
は、供給槽１５以外の他の調整槽（図示せず）より濃度
や成分等が異なるものを使用することもあるものであ
り、複数のユニットからなる複数ラインを用いることも
ある。The ground plate S, ie, the ground S of the excavating means 2
In the case of a main line for feeding the liquid to the corresponding part of the liquid supply hole 14 provided on the face plate 9, the liquid supply hole 14 and the supply tank 15 are connected by a pipe 22 having an open / close valve (not shown). When the liquid is further supplied to the liquid supply hole 14 provided between the excavated bodies 1, the liquid supply hole 14 and the supply tank 15 are connected by a pipe 23 having an open / close valve (not shown). Viscous mud, which is individually adjusted to a predetermined amount and a predetermined pressure, and composed of a liquid having a high concentration, a high specific gravity, and a high viscosity, is sent by a pressure pump (not shown). There may be a case where a concentration tank, a component, and the like are different from those of the other adjustment tanks (not shown) other than the supply tank 15, and a plurality of lines including a plurality of units may be used.

【００２２】なお、この配管２３は、可撓性を有するゴ
ムホースを用いることで、比較的高圧液が圧送でき、し
かも、切羽部に有効なその濃度や比重，粘度も高いもの
が使用できるものであり、複数設けた各送液孔１４に対
して、それぞれ圧送ポンプ（図示せず）を対応させれ
ば、その送量や送圧を調整できて、性状の異なる複数部
位の地盤に対して、万遍なく一律で効率のよい送液が行
われる。By using a flexible rubber hose, a relatively high-pressure liquid can be fed under pressure, and a pipe having a high concentration, specific gravity, and viscosity effective for the face can be used. Yes, if a plurality of liquid feed holes 14 are respectively associated with a pressure feed pump (not shown), the feed rate and the feed pressure can be adjusted, and the ground at a plurality of portions having different properties can be adjusted. Uniform and efficient liquid sending is performed uniformly.

【００２３】そして、地山Ｓへ液を圧送することで、掘
削手段２との協動で地山Ｓの掘削と挿管の潤滑を行なう
ものであって、地山Ｓ（掘削部）にあっては、掘削手段
２により撹拌・混合されて高濃度泥水となって形成され
る泥膜により、地山Ｓの崩壊や緩み，希釈劣化を防止
し、掘進体１の外周部にあっては、その周辺へ浸透させ
安定させたテールボイドを形成させ、摩擦抵抗を低減さ
せて推進力の低下を防止する。なお、この送液手段３に
より圧送される粘性泥液のうち、掘削対象となる土質に
合わせて清水や泥水等も使用できるもので、この清水や
泥水等と前記した高濃度，高比重，高粘性を有する液体
とを適宜使い分けるものである。By pumping the liquid to the ground S, the excavation of the ground S and the lubrication of the intubation are performed in cooperation with the excavation means 2. Prevents the collapse, loosening and dilution deterioration of the ground S by means of a mud film formed as high-concentration muddy water by stirring and mixing by the excavating means 2. A stable tail void is formed by penetrating into the periphery to reduce frictional resistance and prevent a drop in propulsion. Of the viscous mud pumped by the liquid feeding means 3, fresh water or muddy water can be used in accordance with the soil to be excavated. A viscous liquid is appropriately used.

【００２４】この送液孔１４は、図２に示すように、掘
削手段２における面盤９の適所において一箇所または複
数箇所に設けられ、また、図１および図２に示すよう
に、掘進体１の前側部において、その周部へ一箇所また
は複数箇所に設けられる。As shown in FIG. 2, the liquid supply hole 14 is provided at one or a plurality of positions on the face plate 9 in the excavating means 2, and as shown in FIG. 1 and FIG. In the front side of the device 1, one or more portions are provided around the periphery.

【００２５】前記した排泥土手段４は、掘削室１３の隔
壁板１２における適所に設けた排泥土口２４に排泥管２
５を連係させてあって、この排泥管２５の途中に設けた
排土バルブ２６の開閉作動によって、掘削手段２により
掘削・破砕された土砂や岩石等の掘削土砂を泥水と共に
蓄溜槽２９へ排出させる。The above-mentioned sludge discharging means 4 is connected to the sludge discharging port 24 provided at an appropriate position in the partition plate 12 of the excavating chamber 13 by the sludge discharging pipe 2.
The excavated soil such as soil and rock excavated and crushed by the excavating means 2 is discharged into the storage tank 29 together with mud by the opening and closing operation of the earth discharging valve 26 provided in the middle of the exhaust pipe 25. Let it drain.

【００２６】更に、掘削体１の内部に設けられた蓄溜槽
２９内に取り込まれた比較的粒度の大きい岩石等は排泥
土手段４の後側部において所定に仕分けられて取り除か
れ、また、他の高比重，高粘度，高濃度となった掘削土
砂を空気とサンドイッチ状にして真空力により搬出する
プラグ流体輸送を利用することで、掘削土砂の長距離輸
送が可能となり、しかも、一気圧以下の負圧であるた
め、排泥管２５も薄厚なものを用いることができて軽量
で取り扱いやすい。Further, the relatively large-grained rocks and the like taken into the storage tank 29 provided inside the excavation body 1 are sorted and removed at a rear side portion of the mud discharging means 4, and other parts are removed. Long-distance transport of excavated sediment is possible by using plug fluid transport, in which excavated sediment with high specific gravity, high viscosity, and high concentration is sandwiched with air and carried out by vacuum force, and at the same time, one atmosphere or less Since the negative pressure is negative, the drainage pipe 25 can be made thin and lightweight, and is easy to handle.

【００２７】また、前記した排土バルブ２６は、排泥管
２５の途中に一箇所または複数箇所に設けて、求心状に
配設したゴム状の弁体２７が、図５（ａ）に示すよう
に、排泥管２５内でつぼまるときこの管路を閉塞し、図
５（ｂ）に示すように、排泥管２５内で拡がるとき、流
動化した掘削土砂や岩石等の固形物２８が流通し、間欠
的に大気圧下の蓄溜槽２９に排出される。なお、この排
土バルブ２６は、掘削室１３内等に設けた土圧計（図示
せず）からの信号によって制御される、あるいは、その
表示された数値に基づいて操作されるもので、空圧や油
圧等の駆動部材（図示せず）によって行われる。The above-mentioned earth discharging valve 26 is provided at one or a plurality of places in the middle of the mud discharging pipe 25, and a rubber-like valve body 27 arranged centripetically is shown in FIG. 5 (a). As shown in FIG. 5 (b), when the pipe 28 is squeezed in the mud pipe 25, the pipe is closed, and as shown in FIG. Circulates and is intermittently discharged to the storage tank 29 under atmospheric pressure. The earth discharging valve 26 is controlled by a signal from an earth pressure gauge (not shown) provided in the excavating room 13 or is operated based on the displayed numerical value. And a driving member (not shown) such as a hydraulic pressure.

【００２８】蓄溜槽２９に搬出された掘削土砂等は、発
進坑５外の排土の貯溜槽３０へ配管３１を介してプラグ
流体輸送により一旦溜められ、分別手段（図示せず）に
おいて石や土砂に選別されるものであり、水分は、供給
槽１５における沈殿槽に戻され、澄水が調整槽へ送られ
るようにし、土砂は車両等により適宜外部へ搬送され
る。The excavated earth and sand and the like carried out to the storage tank 29 are temporarily stored by a plug fluid transport through a pipe 31 to a storage tank 30 for discharging the earth outside the starting pit 5, and stones and the like are separated by a separating means (not shown). The water is returned to the sedimentation tank in the supply tank 15, the clear water is sent to the adjustment tank, and the soil is appropriately conveyed to the outside by a vehicle or the like.

【００２９】図６において４０は、掘進体１の外周部適
所に設けた吐出孔で、この掘進体１の内部に配設した配
管４１を介して二液からなる瞬結タイプ等の地盤改良安
定剤を掘進体１の外周部へ噴射して、軟弱地盤や層境等
の地盤の改良を行うものである。なお、前記層境とは、
掘削地盤において、砂礫層や粘度層あるいは他の性状の
軟質，硬質等の地層が多重に層をなしている箇所であ
る。この地盤改良安定剤は、送液プラントからなる供給
槽４２から二液ごとの二系統の配管４１，４１により該
吐出孔４０へ供給され、この吐出孔４０の出口において
二液が混合されて目的の地盤へ噴出される。In FIG. 6, reference numeral 40 denotes a discharge hole provided at an appropriate position on the outer peripheral portion of the excavation body 1, and a ground improvement stabilization such as an instantaneous connection type made of two liquids via a pipe 41 provided inside the excavation body 1. The agent is injected to the outer peripheral portion of the excavation body 1 to improve the ground such as soft ground and layer boundary. In addition, the said boundary is
In the excavated ground, it is a place where multiple layers of a gravel layer, a viscous layer, or other properties such as soft and hard layers are formed. The ground improvement stabilizer is supplied from a supply tank 42 comprising a liquid sending plant to the discharge hole 40 by two systems of pipes 41, 41 for each of two liquids. Erupted into the ground.

【００３０】この吐出孔４０は、掘進体１の円周方向に
おいて任意の位置（３６０度の範囲）に設けることがで
きるもので、個々の吐出孔４０へ、図示してないバルブ
操作により供給されるもので、上下または左右，斜めと
掘削する地盤の最も軟弱部分に対して、直接地盤改良安
定剤を充填することで効率のよい処理が行えるものであ
って、特に、最も必要とする掘進体１や埋設管ｂの周部
近傍へ供給することで最小限の地盤改良安定剤の使用で
済み、経済的な施工が図れると共に、掘進体１の全周部
が軟硬などの異差のない略同質の地盤形成となるので、
掘進体１の挿管にあってその直進性が良好となって、希
望する推進方向が得られる。The discharge holes 40 can be provided at an arbitrary position (a range of 360 degrees) in the circumferential direction of the excavated body 1. The discharge holes 40 are supplied to the individual discharge holes 40 by a valve operation (not shown). It can be processed efficiently by directly filling the softest part of the ground to be excavated vertically, horizontally, or diagonally with the ground improvement stabilizer. 1 and the vicinity of the buried pipe b, the minimum amount of ground improvement stabilizer can be used, economical construction can be achieved, and the entire periphery of the excavation body 1 has no difference such as softness and hardness. Because it will be almost homogeneous ground formation,
In the intubation of the excavation body 1, the straightness is improved, and a desired propulsion direction can be obtained.

【００３１】したがって、前述のように構成される本発
明実施例に係る地中埋設管敷設方法は以下の作用を奏す
る。先頭の埋設管ｂの前部に、その前側部に掘削手段２
を取り付けた掘進体１を固着して、発進坑５において、
図１に示すように、推進手段６により埋設管ｂを地中へ
推進しつつ掘削手段２を駆動すると、該掘削手段２の前
方の地山Ｓにおける転石や土砂等は、この多数のカッタ
ービット１０により掘削される。Accordingly, the underground pipe laying method according to the embodiment of the present invention configured as described above has the following effects. A digging means 2 is provided at the front of the leading buried pipe b, at the front side thereof.
Fix the excavation body 1 with
As shown in FIG. 1, when the excavating means 2 is driven while the buried pipe b is being propelled into the ground by the propelling means 6, the boulders, earth and sand, etc. in the ground S in front of the excavating means 2 cause the large number of cutter bits to be removed. Drilled by 10.

【００３２】この埋設管敷設工事にあって、地山Ｓが崩
落しにくい比較的安定地盤に当たったとき、例えば、転
石や粘土，ローム層等に対面した場合は、掘削手段２に
よる掘削と共に、送液手段３および排泥土手段４を作動
するもので、配管２３を介して掘削手段２の面盤９や掘
進体１の周部に配設した送液孔１４へ、後方から清水ま
たは濃度の比較的薄い泥水を送り出し、掘削手段２によ
る削土と相俟って混合・撹拌され、その掘削を助長させ
るものであって、面盤９により地盤前方の掘削部（地山
Ｓ）の地盤安定を図りながら、面盤９の排出口１１から
は適宜掘削土砂と泥水との混合物が掘進体１内の掘削室
１３へ入り込む。In the laying work of the buried pipe, when the ground S hits the relatively stable ground which is hardly collapsed, for example, when the ground S faces a boulder, clay, a loam layer, etc. The liquid feeding means 3 and the mud discharging means 4 are operated, and the fresh water or the concentration of the fresh water or the concentration is supplied from the back to the face plate 9 of the excavating means 2 or the liquid feeding hole 14 arranged on the periphery of the excavation body 1 via the pipe 23. A relatively thin mud is sent out and mixed and stirred in conjunction with the excavation by the excavating means 2 to promote the excavation. The ground 9 stabilizes the excavated portion (ground S) in front of the ground by the face plate 9. The mixture of excavated earth and sand and muddy water enters the excavation chamber 13 in the excavation body 1 from the discharge port 11 of the face plate 9 as appropriate.

【００３３】この清水または泥水圧により、対掘削部
（地山Ｓ）の土圧バランスを取りながら、この土圧が一
定以上となったとき、掘削室１３における隔壁板１２の
排液口２４から排泥管２５の排土バルブ２６を開いて後
方の蓄溜槽２９へ圧送することで、掘削室１３内の掘削
土砂と泥水との混合物が排出されるものであり、これに
伴って、削土および過剰泥水が地山Ｓより排出口１１お
よびカッタービット１０の転動に伴ってこの周囲の排出
口１１ａから掘削室１３へと排出される。When the earth pressure becomes equal to or higher than a predetermined level while maintaining the earth pressure of the excavated portion (ground S) by the pressure of the fresh water or the muddy water, the drainage port 24 of the partition plate 12 in the excavation chamber 13 The mixture of the excavated earth and sand and the mud in the excavating chamber 13 is discharged by opening the earth discharging valve 26 of the mud discharging pipe 25 and feeding it to the storage tank 29 on the rear side. In addition, excess mud is discharged from the ground S through the surrounding discharge port 11 a to the excavation chamber 13 as the discharge port 11 and the cutter bit 10 roll.

【００３４】このとき、推進手段６により埋設管ｂを地
中に押し込めば（掘削土砂の排出と挿管動作とは平行し
て行うこともある。）、その分が挿管されるものであ
り、一方、大きな岩や礫、石等は、適宜、掘削手段２の
面盤９に取り付けたカッタービット１０により所定粒度
に砕いて、同様に、排出口１１から掘削室１３を介して
排土バルブ２６の操作により、排泥管２５を通過して後
方の蓄溜槽２９へ排出される。そして、これら破砕石を
含んだ掘削土砂は、この蓄溜槽２９から配管３１を介し
てプラグ流体輸送により貯溜槽３０へ送られ、分級やリ
サイクル等の所定の処理がなされる。At this time, if the buried pipe b is pushed into the ground by the propulsion means 6 (the discharge of excavated earth and sand and the intubation operation may be performed in parallel), the portion is intubated. Large rocks, gravel, stones, etc. are appropriately crushed to a predetermined particle size by a cutter bit 10 attached to the face plate 9 of the digging means 2, and similarly, the bleeding valve 26 is discharged from the discharge port 11 through the digging chamber 13. By operation, it is discharged to the storage tank 29 at the rear through the drain pipe 25. The excavated earth and sand containing these crushed stones is sent from the storage tank 29 to the storage tank 30 via the pipe 31 by the plug fluid transport, and is subjected to predetermined processing such as classification and recycling.

【００３５】また、この埋設管敷設工事にあって、地山
Ｓが崩壊しやすい不安定地盤や層境に当たったときは、
掘削手段２により前方の土砂等を掘削しつつ、後方から
送液手段３を連続または間欠作動させて、配管２３を介
して掘進体１や掘削手段２の地山対応部に設けた送液孔
１４へ、この地盤の性状に合った濃度と比重と送量とを
調整した粘性泥液を圧送する。In the laying work of the buried pipe, when the ground S hits an unstable ground or a stratum which easily collapses,
The liquid feeding means 3 is continuously or intermittently operated from the rear while excavating earth and sand or the like in front by the excavating means 2, and the liquid feeding hole provided in the excavation body 1 or the ground corresponding portion of the excavating means 2 via the pipe 23. A viscous mud whose density, specific gravity and feed amount are adjusted to the properties of the ground is pumped to 14.

【００３６】すると、この粘性泥液が、掘削部（地山
Ｓ）および掘削部（地山Ｓ）周辺へその隙間や空洞部に
浸透して、掘削土砂と混合し溶け込まれるもので、これ
によって目詰め作用を発揮し、かつ、泥膜が形成されて
地盤の土荷重を保持する。Then, this viscous mud penetrates into the excavated portion (ground S) and the vicinity of the excavated portion (ground S) into the gaps and cavities, and is mixed with and excavated with the excavated earth and sand. It exerts a clogging action and forms a mud film to hold the earth load on the ground.

【００３７】更に、この掘削部（地山Ｓ）の土圧と、加
圧状態で圧送された粘性泥液との圧力差によって掘削部
（地山Ｓ）が崩壊しない安定性を有するもので、このと
き圧送される泥液の濃度と比重は、地盤の状態および土
質に応じてその浸透性と地盤の保持度が良好となるよう
に適宜調整される。Further, the excavated portion (ground S) has stability such that the excavated portion (ground S) does not collapse due to the pressure difference between the earth pressure of the excavated portion (ground S) and the viscous mud fed under pressure. At this time, the concentration and specific gravity of the mud fed under pressure are appropriately adjusted according to the state of the ground and the soil quality so that the permeability and the degree of holding the ground are good.

【００３８】この送液孔１４から圧送される泥液は、該
地盤の状態および土質が、例えば、粘土層やローム質層
に当たった時は、清水や濃度の薄い泥水を用いるもの
で、掘削中であっても適宜粘性泥液との使い分けを行な
う。The mud pumped from the liquid supply hole 14 uses fresh water or low-concentration mud when the state of the ground and soil quality hit, for example, a clay layer or a loamy layer. Even if it is inside, it should be used properly with viscous mud.

【００３９】また、圧送された泥液は、その一部が掘進
体１および埋設管ｂの外周部に回って、該外周に泥膜の
テールボイド層ｔを造り、泥液の潤滑性と相俟って、埋
設管ｂの推進移動の抵抗を軽減させるので、円滑で軽動
力による挿管が行なえる。更に、掘進体１の周部におい
て軟弱地盤が出没すれば、掘進体１の外周部に設けたそ
の対応部の吐出孔４０から地盤改良安定剤を注入するこ
とで、この地盤が安定するもので、該地盤の崩落の発生
や挿管の精度低下を来すことがない。A part of the pumped mud goes around the outer periphery of the excavated body 1 and the buried pipe b to form a tail void layer t of a mud film on the outer periphery, which is combined with the lubricity of the mud. Therefore, the resistance of the buried pipe b to the propulsion movement is reduced, so that the pipe can be inserted smoothly and with low power. Further, if the soft ground protrudes and protrudes in the peripheral portion of the excavation body 1, the ground is stabilized by injecting the ground improvement stabilizer from the discharge hole 40 of the corresponding portion provided in the outer peripheral portion of the excavation body 1. In addition, the occurrence of collapse of the ground and a decrease in the accuracy of intubation do not occur.

【００４０】更に、地山Ｓの削土は、送液手段３による
送液口１６からの送液により、掘削室１３内において、
掘削手段２の土砂の撹拌によって液と混合し、掘削部が
過剰土圧となったとき、その一部が排泥土手段４により
蓄溜層２９へと送られるもので（排液口２１から排液手
段２０により取り出されることもある。）、その掘削分
が、推進手段６による埋設管ｂの推進によって地中に挿
管される。Further, the excavation of the ground S is carried out in the excavation chamber 13 by the liquid sending from the liquid sending port 16 by the liquid sending means 3.
When the excavated portion becomes excessive earth pressure due to the mixing of the earth and sand by the excavating means 2 and the excavated portion becomes excessive earth pressure, a part of the excavated portion is sent to the storage layer 29 by the mud discharging means 4 (drain from the drain port 21). The excavated portion is inserted into the ground by the propulsion of the buried pipe b by the propulsion means 6.

【００４１】したがって、地中へ埋設管を敷設するにあ
たって、安定地盤や軟弱地盤の掘削予定路（敷設路）に
あって、軟弱地盤を挿管しているときは、掘削手段２に
おける面盤９が地山Ｓの土圧を十分に受けると共に、送
液手段３から高濃度，高比重の泥水を送液口１４から送
って、すみやかに地山Ｓ安定を図り、該地山Ｓと掘削室
１３内の土圧バランスを調整することで、地山Ｓの崩壊
を防止しつつ円滑な挿管が行える。更に、突然、岩盤や
転石，巨礫等が出没しても、掘削体１に取り付けた掘削
手段２により、これら岩盤や転石，巨礫等を破砕して小
さな粒度にして、面盤９の排出口１１から掘削室１３内
へ取り込み、排泥土手段４における隔壁板１２の排土口
２４から排泥管２５を通過して、排土バルブ２６の開閉
によって逐次排出される。Therefore, when laying a buried pipe in the ground, when the ground is to be excavated on a stable ground or a soft ground (laying road) and the soft ground is being inserted, the surface ground 9 in the excavating means 2 is not laid. While receiving the earth pressure of the ground S sufficiently, muddy water of high concentration and high specific gravity is sent from the liquid sending means 3 from the liquid sending port 14 to quickly stabilize the ground S, and the ground S and the excavation chamber 13 By adjusting the earth pressure balance in the inside, smooth intubation can be performed while preventing collapse of the ground S. Furthermore, even if rocks, boulders, boulders, etc. suddenly appear and disappear, the rocks, boulders, boulders, etc. are crushed by the excavating means 2 attached to the excavated body 1 to a small particle size, and the discharge port 11 of the face plate 9 is crushed. From the excavation chamber 13, passes through the mud discharging pipe 25 from the discharging port 24 of the partition plate 12 in the mud discharging means 4, and is sequentially discharged by opening and closing the discharging valve 26.

【００４２】そのため、従来、岩盤や転石，巨礫等の出
現により生じていた工事の遅延や、中止等がなくなっ
て、円滑な敷設工事を行うことができる。[0042] Therefore, there is no delay or suspension of the work conventionally caused by the appearance of bedrock, boulders, boulders, and the like, and a smooth laying work can be performed.

【００４３】[0043]

【発明の効果】前述のように構成される本発明は、一台
の推進装置によって地山の安定地盤、崩壊しやすい地
盤、特に岩盤や転石，巨礫等の存在地盤に関係なく一連
で確実な地中挿管が行なえるもので、これら地盤の変化
に伴って工事を中止させたり、大幅な挿管可動停止がな
くなって、工期の短縮と工費の削減が達成される。As described above, the present invention constructed as described above enables a single propulsion device to provide a reliable and continuous system regardless of the stable ground of the ground, the easily collapsed ground, especially the ground where rocks, boulders, boulders and the like exist. Underground intubation can be performed, and construction work is suspended due to these changes in the ground, and there is no significant stoppage of intubation movement, thereby shortening the construction period and reducing the construction cost.

【００４４】掘進体の円周方向において任意の位置に吐
出孔を設けることにより、上下または左右，斜めと掘削
する地盤の最も軟弱部分に対して、直接地盤改良安定剤
を充填することで効率のよい処理が行えるもので、特
に、最も必要とする掘進体や埋設管の周部近傍へ供給す
ることで最小限の地盤改良安定剤の使用で済み、経済的
な施工が図れると共に、掘進体の全周部が軟硬などの異
差のない略同質の地盤形成となるので、掘進体の挿管に
あってその直進性が良好となって、希望する推進方向が
得られる。格別の効果を奏するものである。By providing a discharge hole at an arbitrary position in the circumferential direction of the excavated body, the weakest part of the ground to be excavated vertically, horizontally, or diagonally is directly filled with the ground improvement stabilizer to improve efficiency. It can perform good treatment, and in particular, it is possible to use the minimum ground improvement stabilizer by supplying it to the vicinity of the most needed excavation body and buried pipe, economical construction can be achieved, and Since the entire periphery has substantially the same ground formation with no difference such as softness, the straightness of the excavated body is improved and the desired propulsion direction can be obtained. It has a special effect.

【図面の簡単な説明】[Brief description of the drawings]

【図１】本発明に関する地中埋設管敷設方法を採用した
推進装置を概略的に示す断面図である。FIG. 1 is a cross-sectional view schematically showing a propulsion device employing a method of laying an underground pipe according to the present invention.

【図２】図１における掘削手段を示す正面図である。FIG. 2 is a front view showing the excavating means in FIG.

【図３】図１における掘進体の掘削室部を断面して示す
正面図である。FIG. 3 is a front view showing a section of an excavation chamber of the excavation body in FIG. 1;

【図４】図１における地中埋設管敷設装置の全体を概略
的に示す説明図である。FIG. 4 is an explanatory diagram schematically showing the entire underground pipe laying device in FIG. 1;

【図５】図１における排泥土手段の排土バルブを断面し
て示す説明図である。FIG. 5 is an explanatory view showing a cross section of an earth discharging valve of the earth discharging means in FIG. 1;

【図６】図１において掘進体の外周部に設けた吐出孔を
示す縦断側面図である。FIG. 6 is a vertical sectional side view showing a discharge hole provided in an outer peripheral portion of the excavation body in FIG. 1;

【符号の説明】[Explanation of symbols]

Ｓ 地山 ｂ 埋設管 １ 掘進体 ２ 掘削手段 ６ 推進手段 ７ 送泥液口 ９ 面盤 １０ カッタービット １３ 掘削室 １４ 排泥孔 ２４ 排泥口 ２６ 排土バルブ ２９ 蓄溜槽 ４０ 吐出孔 S Ground pile b Buried pipe 1 Drilling body 2 Drilling means 6 Propulsion means 7 Mud feed port 9 Face plate 10 Cutter bit 13 Drilling chamber 14 Drainage hole 24 Drainage port 26 Discharge valve 29 Storage tank 40 Discharge hole

Claims (2)

【特許請求の範囲】[Claims] 【請求項１】 多数のカッタビットを取り付けた面盤を
前部に備えた掘削手段を先頭部の掘進体に設けて、この
掘削手段における面盤の前面部および前記掘進体の周部
に設けた複数の送液孔から、掘削地盤に合った濃度と比
重と送量とを調整した泥水を送出しつつ、前記掘進体の
後部に接続させた埋設管を介して前記掘進体を推進手段
により推進し、地中に所定長さの埋設管を敷設する地中
埋設管敷設方法にあって、 掘削地盤におけるその前方の岩盤や転石，巨礫および土
砂等を、前記掘削手段により小割りに破砕しつつ前方土
砂を掘り出し、前記複数の送液孔から泥水を後方から圧
送して、前記掘削手段により掘削土砂と送泥水とを撹拌
混合し流動化して、泥膜状となった掘削部および掘削部
周辺の土圧と加圧送泥水との圧力バランスによって、該
掘削部および掘削部周辺を安定させ、 前記地盤の掘削土砂や破砕石は、前記掘削手段に穿設し
た排出口から前記掘進体における掘削室に取り入れ、該
掘削室の隔壁排泥口から、排泥管に設けた前記圧力バラ
ンスによって制御される排土バルブの開閉により、後部
へ排送出して前記掘削体内の蓄溜槽に一時蓄溜し、更
に、この蓄溜槽から真空力を利用したプラグ流体輸送に
よって排土し、順次地中へ埋設管を敷設することを特徴
とする地中埋設管敷設方法。1. A digging means provided with a face plate on which a number of cutter bits are attached at a front portion thereof is provided at a leading excavation body, and provided at a front portion of the face plate and a peripheral portion of the digging body at the excavation means. From the plurality of liquid feed holes, while sending out muddy water whose concentration, specific gravity, and feed amount have been adjusted to match the excavation ground, the excavation body is propelled by a buried pipe connected to a rear portion of the excavation body by propulsion means. In an underground pipe laying method for laying a buried pipe of a predetermined length in the ground, rocks, boulders, boulders, earth and sand, etc. in front of the excavated ground are crushed into small pieces by the excavating means. The excavation part and the excavation part which excavated earth and sand from the front while pumping muddy water from the plurality of liquid supply holes from the rear, and agitated and mixed the excavated earth and sand with the muddy water by the excavating means and fluidized to form a muddy film. Due to the pressure balance between the surrounding earth pressure and the pressurized muddy water The excavation part and the vicinity of the excavation part are stabilized, and excavated earth and sand and crushed stones of the ground are taken into an excavation chamber of the excavated body from a discharge port formed in the excavation means, and a bulkhead discharge port of the excavation chamber is formed. From the opening and closing of the earth discharging valve controlled by the pressure balance provided in the mud pipe, the waste is discharged to the rear and temporarily stored in the storage tank in the excavated body, and further, the vacuum force is utilized from this storage tank. A method of laying underground pipes, wherein the soil is discharged by the plug fluid transportation and the buried pipes are sequentially laid underground. 【請求項２】 多数のカッタビットを取り付けた面盤を
前部に備えた掘削手段を先頭部の掘進体に設けて、この
掘削手段における面盤の前面部および前記掘進体の周部
に設けた複数の送液孔から、掘削地盤に合った濃度と比
重と送量とを調整した泥水を送出しつつ、前記掘進体の
後部に接続させた埋設管を介して前記掘進体を推進手段
により推進し、地中に所定長さの埋設管を敷設する地中
埋設管敷設方法にあって、 前記掘進体の複数箇所における周部に地盤改良安定剤の
吐出孔を設けて、埋設管の掘進時に、該掘進体の周囲に
おける地盤が砂礫などで崩壊しやすいところや層境，軟
弱層等で前記掘進体の方向制御が難しい地盤を有すると
きは、この地盤へ対応する前記吐出孔において前記掘進
体の内部から前記地盤改良安定剤を吐出して、この地盤
改良安定剤により地盤改良しつつ、地中へ埋設管を敷設
することを特徴とする地中埋設管敷設方法。2. A digging means provided with a face plate on which a number of cutter bits are attached at a front portion thereof is provided on a leading excavation body, and is provided on a front portion of the face plate and a peripheral portion of the excavation body in the digging means. From the plurality of liquid feed holes, while sending out muddy water whose concentration, specific gravity, and feed amount have been adjusted to match the excavation ground, the excavation body is propelled by a buried pipe connected to a rear portion of the excavation body by propulsion means. In the underground pipe laying method of laying a buried pipe of a predetermined length in the ground, a discharge hole of a ground improvement stabilizer is provided around a plurality of locations of the excavated body to excavate the buried pipe. Sometimes, when the ground around the excavation body has a ground where the direction of the excavation body is difficult to control due to sandy gravel or the like, a layer boundary, a soft layer, or the like, the excavation is performed at the discharge hole corresponding to the ground. Discharge the ground improvement stabilizer from inside the body, Underground pipe laying method characterized in that by the ground improvement stabilizers with ground improvement, laying buried pipe into the ground.