JPH11217991A - Drift excavation device - Google Patents
Drift excavation deviceInfo
- Publication number
- JPH11217991A JPH11217991A JP3678298A JP3678298A JPH11217991A JP H11217991 A JPH11217991 A JP H11217991A JP 3678298 A JP3678298 A JP 3678298A JP 3678298 A JP3678298 A JP 3678298A JP H11217991 A JPH11217991 A JP H11217991A
- Authority
- JP
- Japan
- Prior art keywords
- pipe
- rotary
- drilling machine
- rotary drilling
- excavated
- 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.)
- Pending
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、通信ケーブルや電
力線などが通される埋設管を埋設するために、推進工法
で横孔を掘削しながら掘削土砂を地上に圧送排出する横
孔掘削装置に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a lateral hole excavator for excavating and excavating excavated soil to the ground while excavating a lateral hole by a propulsion method in order to bury a buried pipe through which a communication cable, a power line and the like pass. .
【０００２】[0002]
【従来の技術】この種の横孔掘削装置は、例えば特開平
７−６２９８４号公報に公知である。その装置の詳細な
断面構造を図４および図５に示す。図４は掘削途上の状
態を示しており、１は地山、２は発進立坑、４は回転式
削孔機、５は埋設管、６は油圧シリンダなどによる推進
ジャッキである。2. Description of the Related Art A lateral hole excavator of this type is known, for example, from Japanese Patent Application Laid-Open No. 7-62984. The detailed cross-sectional structure of the device is shown in FIGS. FIG. 4 shows a state during excavation, wherein 1 is a ground pile, 2 is a starting shaft, 4 is a rotary drilling machine, 5 is a buried pipe, and 6 is a propulsion jack using a hydraulic cylinder or the like.
【０００３】回転式削孔機４は、筒形状の本体ケーシン
グ７の先端にスポーク型カッタヘッドあるいはローラビ
ット型カッタヘッドなどの回転掘削具９を回転自在に支
持し、この回転掘削具９を駆動する油圧モータなどによ
る駆動装置１０を内蔵する。回転掘削具９で地山１に横
孔１１が掘削され、この横孔１１と本体ケーシング７の
外周との間に余掘り層１２が環状に形成される。The rotary drilling machine 4 rotatably supports a rotary excavating tool 9 such as a spoke type cutter head or a roller bit type cutter head at the tip of a cylindrical main body casing 7 and drives the rotary excavating tool 9. A drive device 10 including a hydraulic motor or the like is built in. A horizontal hole 11 is excavated in the ground 1 by the rotary excavation tool 9, and an extra hole layer 12 is formed annularly between the horizontal hole 11 and the outer periphery of the main casing 7.
【０００４】余掘り層１２の発進立坑２側端の口は、そ
の余掘り層１２の内部に圧送充填される掘削土砂圧を保
持することができるよう圧力保持枠体１３で塞がれる。
また本体ケーシング７の内部には土砂圧送ポンプ１４を
駆動装置１０の後方に配置するとともに、この土砂圧送
ポンプ１４により余掘り層１２内の掘削土砂１５の一部
を取り込む土砂取込口１６を有し、この土砂取込口１６
が本体ケーシング７の後端側に開口している。回転式削
孔機４内において、土砂取込口１６にはテーパ排土管１
９が連結される。[0004] The opening at the end of the starting shaft 2 of the overburden layer 12 is closed by a pressure holding frame 13 so as to be able to hold the pressure of the excavated earth and sand that is pumped and filled into the overburden layer 12.
Further, inside the main body casing 7, a sediment pump 14 is disposed behind the driving device 10, and a sediment inlet 16 for taking in a part of the excavated sediment 15 in the overburden layer 12 by the sediment pump 14. And this earth and sand intake 16
Is open to the rear end side of the main body casing 7. In the rotary drilling machine 4, the sediment inlet 16 has a tapered discharge pipe 1.
9 are connected.
【０００５】埋設管５は回転式削孔機４の本体ケーシン
グ７の最大外径よりもやや小さい外径を有し、その内部
には排土管１７が挿通される。先頭の埋設管５内に通さ
れた排土管１７の前端はテーパ排土管１９にカップラー
で接続する。先頭の埋設管５内の排土管１７の後端は、
これの後部に接続される埋設管５内の排土管１７とカッ
プラーで接続される。最後尾の埋設管５内の排土管１７
の後端は、発進立坑２内の排土ホース２１の一端にエル
ボ２２を介して接続し、排土ホース２１の他端は地上に
設置された排土タンク２３に接続する。エルボ２２と排
土管１７の後端との間には逆止弁２４を設ける。The buried pipe 5 has an outer diameter slightly smaller than the maximum outer diameter of the main body casing 7 of the rotary drilling machine 4, and a discharge pipe 17 is inserted therein. The front end of the discharging pipe 17 passed through the leading buried pipe 5 is connected to the tapered discharging pipe 19 by a coupler. The rear end of the discharge pipe 17 in the top buried pipe 5 is
It is connected by a coupler to the earth discharging pipe 17 in the buried pipe 5 connected to the rear part. Discharge pipe 17 in the last buried pipe 5
Is connected to one end of a discharging hose 21 in the starting shaft 2 through an elbow 22, and the other end of the discharging hose 21 is connected to a discharging tank 23 installed on the ground. A check valve 24 is provided between the elbow 22 and the rear end of the discharge pipe 17.
【０００６】回転掘削具９の先端には作泥材を噴出して
掘削土砂に注入するための作泥材注入口２５を設ける。
この作泥材注入口２５に一端側が接続される作泥材注入
ホース２６を有し、この作泥材注入ホース２６は回転式
削孔機４および埋設管５の内部に通し、作泥材注入ホー
ス２６の他端側は地上に設置した作泥材注入ポンプ２７
に接続する。作泥材は掘削土砂に粘性を付与して掘削土
砂を泥土化するためのものであり、ベントナイト系溶液
やカルボキシメチルセルロース（ＣＭＣ）系溶液が使用
される。At the tip of the rotary excavator 9, there is provided a sludge material injection port 25 for spouting sludge and injecting it into excavated earth and sand.
A sludge injection hose 26 having one end connected to the sludge injection port 25 is provided. The sludge injection hose 26 passes through the inside of the rotary drilling machine 4 and the buried pipe 5 to inject sludge. The other end of the hose 26 is a muddy material injection pump 27 installed on the ground.
Connect to The mud-producing material is for imparting viscosity to the excavated earth and sand to excavate the excavated earth and sand, and a bentonite solution or a carboxymethyl cellulose (CMC) solution is used.
【０００７】その施工手順を図４に基づき説明する。先
ず、図６（Ａ）のように、推進ジャッキ６を発進立坑２
内に据え付け、回転式削孔機４を推進計画線Ｐに合わせ
てセットする。次いで、推進ジャッキ６により回転式削
孔機４に推進力を付与しながら回転掘削具９を駆動し、
回転掘削具９で切羽を回転掘削して掘削土砂を円周方向
に逃がしながら横孔１１を掘削する。The construction procedure will be described with reference to FIG. First, as shown in FIG. 6A, the propulsion jack 6 is connected to the starting shaft 2.
And the rotary drilling machine 4 is set in accordance with the propulsion plan line P. Next, the rotary excavator 9 is driven while applying a propulsive force to the rotary drilling machine 4 by the propulsion jack 6,
The face drill is rotated by the rotary excavator 9 to excavate the lateral hole 11 while allowing the excavated earth and sand to escape in the circumferential direction.
【０００８】図６（Ｂ）のように回転式削孔機４の後部
には埋設管５を接続し、この埋設管５を推進ジャッキ６
で地山１に押し込む。これら回転式削孔機４および埋設
管５を推進して掘削すると同時に、図３に示すごとく作
泥材注入ポンプ２７から圧送される作泥材は作泥材注入
ホース２６に通し、作泥材注入口２５から噴出して掘削
土砂に注入し、これで掘削土砂を泥土化する。従って掘
削に伴い、泥土化された掘削土砂１５は回転掘削具９の
外周面に沿って後方へ移送し、回転式削孔機４の外周に
形成された余掘り層１２内に圧入、充填される。これで
埋設管５は外周に泥土層を形成しながら推進するので、
埋設管５の貫入抵抗が軽減し、推進ジャッキ６の押進力
の低減化を図れる。As shown in FIG. 6 (B), a buried pipe 5 is connected to the rear part of the rotary drilling machine 4, and this buried pipe 5 is connected to a propulsion jack 6.
And push it into the ground 1. At the same time as the rotary drilling machine 4 and the buried pipe 5 are propelled and excavated, the mud material pumped from the mud material injecting pump 27 as shown in FIG. The gas is spouted from the inlet 25 and injected into the excavated earth and sand, thereby mudifying the excavated earth and sand. Accordingly, along with the excavation, the excavated earth 15 formed into mud is transported rearward along the outer peripheral surface of the rotary excavator 9, and is pressed into and filled in the extra-excavation layer 12 formed on the outer periphery of the rotary drilling machine 4. You. With this, the buried pipe 5 is propelled while forming a mud layer on the outer periphery,
The penetration resistance of the buried pipe 5 is reduced, and the pushing force of the propulsion jack 6 can be reduced.
【０００９】後方へ移送される泥土化した掘削土砂１５
の一部は、土砂圧送ポンプ１４により土砂取込口１６内
に取り込み、排土管１７ついで排土ホース２１に通して
排土タンク２３にまで圧送排出する。[0009] Excavated muddy soil 15 transferred to the rear
A part of the water is taken into the earth and sand intake 16 by the earth and sand pump 14, and is discharged to the earth discharging tank 23 through the earth discharging pipe 17 and the earth discharging hose 21.
【００１０】埋設管５を１本、推進終了する毎に、新た
な埋設管５をカップラー２０で接続する。以後は前述の
操作を繰り返すことにより埋設管５を順次埋設して行
く。図６（Ｃ）のように回転式削孔機４は到達立坑３に
達すると撤去される。このように埋設された埋設管５に
は通信ケーブルや電力線などが通される。Each time one propulsion of the buried pipe 5 is completed, a new buried pipe 5 is connected by the coupler 20. Thereafter, the above operation is repeated to bury the buried pipes 5 sequentially. As shown in FIG. 6 (C), the rotary drilling machine 4 is removed when it reaches the reaching shaft 3. A communication cable, a power line, and the like are passed through the buried pipe 5 buried in this manner.
【００１１】[0011]
【発明が解決しようとする課題】作泥材で掘削土砂を泥
土化しながら埋設管５を推進する上記横孔掘削装置によ
れば、短距離推進や地下水の少ない箇所では埋設管５と
地山１との摩擦抵抗を軽減でき、埋設管５に加える推進
力を小さくすることができる。According to the above-described lateral hole excavator for propelling the buried pipe 5 while muddy excavated earth and sand is formed with mud material, the buried pipe 5 and the ground pile 1 are used for short-distance propulsion and in places where there is little groundwater. And the propulsive force applied to the buried pipe 5 can be reduced.
【００１２】しかし、地下水の多い砂礫層や２００〜２
３０ｍ以上の長距離推進になると、余掘り層１２内の泥
土化された掘削土砂１５層が蘇生化し地山１層との入れ
替えが発生する。すなわち、推進作業中は、余掘り層１
２には作泥材により泥土化された掘削土砂１５層が充填
されているが、休業停止時に掘削土砂１５層が地下水圧
と等圧になった時や、長距離推進の際に切羽から後部ま
での圧力伝播が期待できなくなった場合には、余掘り層
１２内の泥土化された掘削土砂１５が水と土粒子に分離
しやすくなり、水と地山１の土粒子との置き換えが生じ
て地山１の沈下、崩壊が発生しやすくなる。かかる状況
が発生すると、埋設管５まわりの摩擦抵抗が高くなり、
著しく推力が増加し、推進不可能な状況が発生する。However, a gravel layer with a lot of groundwater and 200 to 2
When the long-distance propulsion is performed for 30 m or more, 15 layers of muddy excavated earth and sand in the overburden layer 12 are revived, and replacement with the ground layer 1 occurs. That is, during propulsion work,
2 is filled with 15 layers of excavated earth and sand that has been turned into mud with mud material, but when the 15 layers of excavated earth and sand become equal in pressure to groundwater during suspension of operation, or when propelled over long distances, If the pressure propagation cannot be expected, the muddy excavated earth 15 in the overburden layer 12 is easily separated into water and soil particles, and the water and soil particles of the ground 1 are replaced. Therefore, settlement and collapse of the ground 1 are likely to occur. When such a situation occurs, the frictional resistance around the buried pipe 5 increases,
Significantly increased thrust and unpropellable situations occur.
【００１３】本発明の目的は、推進中に二液硬化型の結
合滑剤を余掘り層内に注入することにより、余掘り層内
の泥土化された掘削土砂が水と土粒子に分離するのを抑
制し、以て余掘り層の安定性を高め、地下水の多い砂礫
層や長距離推進の場合でも土圧抵抗を緩和でき、推力上
昇の抑制を図れる横孔掘削装置を提供するにある。An object of the present invention is to inject a two-part hardening type bonding lubricant into the overburden layer during propulsion, thereby separating muddy excavated earth and sand in the overburden layer into water and soil particles. It is an object of the present invention to provide a lateral hole excavator capable of suppressing the increase of the excavation layer, thereby increasing the stability of the overburden layer, reducing the earth pressure resistance even in the case of a gravel layer with a large amount of groundwater or long-distance propulsion, and suppressing the rise in thrust.
【００１４】[0014]
【課題を解決するための手段】本発明の横孔掘削装置の
基本的構成は、図４および図５に示す従来形式と実質的
に同様であり、発進立坑２側から地山１に横孔１１を掘
削する回転掘削具９を先端に備えた回転式削孔機４と、
回転式削孔機４の後部に接続される、回転掘削具９の外
径より小さい埋設管５と、発進立坑２内に設置され、回
転式削孔機４および埋設管５に推進力を付与する推進ジ
ャッキ６と、前記回転式削孔機４および埋設管５に通さ
れ、一端側が前記回転掘削具９に設けた作泥材注入口２
５に、他端側が地上の作泥材注入ポンプ２７にそれぞれ
接続された作泥材注入ホース２６と、回転式削孔機４の
外周一部に、回転式削孔機４の外周と地山１との間に形
成される余掘り層１２内の掘削土砂の一部を取り込むよ
う設けられた土砂取込口１６と、埋設管５内に通された
排土管１７と、回転式削孔機４に内蔵され、土砂取込口
１６に取り込む掘削土砂を排土管１７に吐出圧送する土
砂圧送ポンプ１４と、一端が排土管１７に、他端が地上
の排土タンク２３にそれぞれ連結された排土ホース２１
とを備えている。The basic structure of the horizontal hole excavator of the present invention is substantially the same as the conventional type shown in FIGS. 4 and 5, and a horizontal hole is formed in the ground 1 from the starting shaft 2 side. A rotary drilling machine 4 having a rotary excavating tool 9 for excavating 11 at a tip thereof;
A buried pipe 5 smaller than the outer diameter of the rotary drilling tool 9 connected to the rear part of the rotary drilling machine 4 and installed in the starting shaft 2 to apply propulsive force to the rotary drilling machine 4 and the buried pipe 5 Piercing jack 6, which is passed through the rotary drilling machine 4 and the buried pipe 5, and one end of which is provided in the rotary excavating tool 9, the mud inlet 2.
5, a sludge material injection hose 26 having the other end connected to a ground sludge material injection pump 27, and a part of the outer periphery of the rotary drilling machine 4. 1, a sediment intake 16 provided to take in a part of the excavated earth and sand in the overburden layer 12 formed between the excavation layer 12, an earth removal pipe 17 passed through the buried pipe 5, and a rotary drilling machine. And a sediment feeding pump 14 for discharging excavated sediment taken into the sediment inlet 16 to the discharging pipe 17, and a discharging pump having one end connected to the discharging pipe 17 and the other end connected to the discharging tank 23 on the ground. Earth hose 21
And
【００１５】本発明は、かかる横孔掘削装置において、
図１および図２に示すように、回転式削孔機４の後部と
前記埋設管５との間に、前記作泥材注入ホース２６およ
び排土管１７を通し且つ回転掘削具９の外径より小さい
ダミー管３０を接続し、このダミー管３０に、余掘り層
１２内の作泥材で泥土化された掘削土砂に向けて混合噴
射し、噴射後固化して前記掘削土砂が水と土粒子に分離
するのを抑える二液硬化型の結合滑剤の噴射手段を備え
る。その噴射手段は、ダミー管３０に設けた噴出口３１
と、地上の第１・２液圧送ポンプ３２・３３とを、ダミ
ー管３０および埋設管５に通されたホース３４・３５で
各逆止弁３６を介して連結してなる。作泥材はカルボキ
シメチルセルロース系溶液、またはベントナイト系溶液
を使用する。二液硬化型の結合滑剤は、ケイ酸ソーダを
主成分とする第１液と、複数の食品添加物とモンモリロ
ナイトとの混合物を主成分とする第２液とからなる。The present invention relates to such a lateral hole excavator,
As shown in FIG. 1 and FIG. 2, the sludge pouring hose 26 and the earth discharging pipe 17 are passed between the rear part of the rotary drilling machine 4 and the buried pipe 5, and the outer diameter of the rotary drilling tool 9 is increased. A small dummy pipe 30 is connected, and mixed and injected into the dummy pipe 30 toward the excavated earth and sand that has been made muddy with the mud material in the overburden layer 12, solidified after the injection, and the excavated earth and sand is mixed with water and soil particles. And a jetting means for a two-component curing type bonding lubricant which suppresses separation into two. The injection means includes an ejection port 31 provided in the dummy pipe 30.
And the first and second hydraulic pumps 32 and 33 on the ground are connected via respective check valves 36 by hoses 34 and 35 passed through the dummy pipe 30 and the buried pipe 5. A carboxymethylcellulose-based solution or a bentonite-based solution is used as the sludge material. The two-part curing type lubricant comprises a first liquid mainly composed of sodium silicate and a second liquid mainly composed of a mixture of a plurality of food additives and montmorillonite.
【００１６】[0016]
【作用】推進中にダミー管３０から二液硬化型の結合滑
剤が余掘り層１２内に噴射されて固化すると、地山１の
沈下、崩壊を防止できるため、埋設管５まわりの摩擦減
少効果を発揮する。その結果、地下水の多い砂礫層や長
距離推進の場合でも埋設管５まわりの土圧抵抗を低減で
き、推力の増加を抑制できる。When the two-part curing type bonding lubricant is injected from the dummy pipe 30 into the overburden layer 12 and solidified during the propulsion, the settlement and collapse of the ground 1 can be prevented, so that the friction reducing effect around the buried pipe 5 is reduced. Demonstrate. As a result, the earth pressure resistance around the buried pipe 5 can be reduced and the increase in thrust can be suppressed even in the case of a gravel layer with a large amount of groundwater or long distance propulsion.
【００１７】[0017]
【発明の効果】従って本発明によれば、二液硬化型の結
合滑剤を余掘り層１２内に噴射するという簡単な手段
で、地下水の多い砂礫層や長距離推進にも充分に対処で
きて有利である。As described above, according to the present invention, it is possible to sufficiently cope with a gravel layer with a large amount of groundwater and long-distance propulsion by a simple means of injecting a two-part curing type bonding lubricant into the overburden layer 12. It is advantageous.
【００１８】[0018]
【発明の実施の形態】本発明に係る横孔掘削装置の一実
施例を図１ないし図３に基づき説明する。図４に示す横
孔掘削装置と同一の部分、例えば回転式削孔機４、埋設
管５、推進ジャッキ６、作泥材注入口２５、余掘り層１
２、土砂圧送ポンプ１４、排土管１７などには同一の符
号を付してその具体的な説明は省略する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS One embodiment of a horizontal hole excavator according to the present invention will be described with reference to FIGS. The same parts as the horizontal hole drilling device shown in FIG. 4, for example, the rotary drilling machine 4, the buried pipe 5, the propulsion jack 6, the sludge material injection port 25, and the overburden layer 1
2. The same reference numerals are given to the earth and sand pressure pump 14, the discharge pipe 17 and the like, and the specific description thereof is omitted.
【００１９】本発明に係る横孔掘削装置では、図１に示
すように、回転式削孔機４の後部と先頭の埋設管５との
間に、ダミー管３０を接続する。ダミー管３０は作泥材
注入ホース２６および排土管１７を内部に通し且つ回転
掘削具９の外径より小さく形成され、先端側の円周上部
に、二液硬化型の結合滑剤を余掘り層１２内に噴射する
ための噴出口３１が後向きに設けられる。二液硬化型の
結合滑剤は、特殊ケイ酸ソーダを水で希釈してなる第１
液と、複数の食品添加物と高純度のモンモリロナイトと
の混合物を水で溶解してなる第２液とからなる。一方、
地上に第１液の圧送ポンプ３２と第２液の圧送ポンプ３
３とを設置し、各ポンプ３２・３３はダミー管３０およ
び埋設管５に通されたホース３４・３５で噴出口３１に
個別に連結される。図２に示すごとく各ホース３４・３
５の前端部と噴出口３１との間には、第１液と第２液の
混合液が逆流するのを防止するための逆止弁３６を個別
に介装する。In the horizontal hole excavator according to the present invention, as shown in FIG. 1, a dummy pipe 30 is connected between the rear part of the rotary drilling machine 4 and the buried pipe 5 at the head. The dummy pipe 30 is formed so as to pass through the sludge pouring hose 26 and the discharge pipe 17 and to be smaller than the outer diameter of the rotary excavator 9. A jet port 31 for jetting into the interior 12 is provided rearward. The two-part curing type lubricant is the first one made by diluting special sodium silicate with water.
A liquid and a second liquid obtained by dissolving a mixture of a plurality of food additives and high-purity montmorillonite with water. on the other hand,
On the ground, the first liquid pump 32 and the second liquid pump 3
The pumps 32 and 33 are individually connected to the jet port 31 by hoses 34 and 35 passed through the dummy pipe 30 and the buried pipe 5. As shown in FIG. 2, each hose 34.3
A check valve 36 for preventing the mixed liquid of the first liquid and the second liquid from flowing backward is interposed between the front end of the nozzle 5 and the ejection port 31.
【００２０】図２および図３に示すように、各逆止弁３
６は、ダミー管３０の内面に固定され、各ホース３４・
３５と噴出口３１とを連通する流路３７・３８を有する
弁箱３９と、各流路３７・３８内に配備されて弁座４３
・４４に対し接離自在な円錐形の弁体４０を有する弁棒
４１と、弁棒４１に巻装されて弁体４０を閉じ付勢する
圧縮ばね４２とを備える。各流路３７・３８の弁座４３
・４４より下手側の外周壁の一部には、切込みによるス
リット４５をそれぞれ設け、各スリット４５と噴出口３
１とを二液合流部４６を介して連通させている。二液硬
化型の結合滑剤を噴射しないときは、両弁体４０・４０
は各圧縮ばね４２の付勢力で弁座４３・４４に密着して
流路３７・３８を閉じる（図２の実線状態）。二液硬化
型の結合滑剤の噴射時には、両弁体４０・４０はホース
３４・３５から圧送される液体の圧力を受けて弁座４３
・４４から離れて流路３７・３８を開放する（図２の二
点鎖線の状態）。As shown in FIGS. 2 and 3, each check valve 3
6 is fixed to the inner surface of the dummy tube 30 and each hose 34.
A valve box 39 having flow paths 37 and 38 communicating the nozzle 35 and the jet port 31, and a valve seat 43 provided in each of the flow paths 37 and 38.
A valve stem 41 having a conical valve body 40 which can be freely moved toward and away from the valve body 44; and a compression spring 42 wound around the valve stem 41 to close and bias the valve body 40. Valve seat 43 of each flow path 37/38
・ Slits 45 are provided on the part of the outer peripheral wall on the lower side of 44 by cutting,
1 is communicated via a two-liquid junction 46. When the two-part curing type lubricant is not injected, the two valve bodies 40
Closes the flow paths 37 and 38 by the urging forces of the compression springs 42 and closes the flow paths 37 and 38 (solid line state in FIG. 2). When the two-part curing type lubricant is injected, the two valve bodies 40, 40 receive the pressure of the liquid fed from the hoses 34, 35 to the valve seat 43.
Open the flow paths 37 and 38 away from 44 (the state shown by the two-dot chain line in FIG. 2).
【００２１】しかるときは、推進中、二液硬化型の結合
滑剤の第１液と第２液とを圧送ポンプ３２・３３で個別
に圧送し、各逆止弁３６および二液合流部４６を介して
噴出口３１より混合噴射して余掘り層１２内に噴射す
る。すると、第１液と第２液は二液合流部４６内で混じ
り合ってから余掘り層１２内で約１５秒〜２５秒で固化
するため、余掘り層１２内の作泥材で泥土化された掘削
土砂が水と土粒子に分離しにくくなり、地山１の沈下や
崩壊をよく防止でき、埋設管５まわりの摩擦抵抗を減少
できる。従って、地下水の多い砂礫層や長距離推進の場
合にも、埋設管５まわりの土圧抵抗を緩和でき、低い推
力で推進できた。During the propulsion, the first liquid and the second liquid of the two-part curing type bonding lubricant are separately pumped by the pressure pumps 32 and 33 during the propulsion, and the check valves 36 and the two-part junction 46 are separated. Through the jet port 31, the mixed jet is injected into the overburden layer 12. Then, since the first liquid and the second liquid are mixed in the two-liquid merging portion 46 and then solidified in the overburden layer 12 in about 15 seconds to 25 seconds, the mud is formed by the mud material in the overburden layer 12. The excavated sediment hardly separates into water and soil particles, and the settlement and collapse of the ground 1 can be prevented well, and the frictional resistance around the buried pipe 5 can be reduced. Therefore, even in the case of a gravel layer with a large amount of groundwater or long-distance propulsion, the earth pressure resistance around the buried pipe 5 could be reduced, and the propulsion could be performed with low thrust.
【図１】本発明に係る横孔掘削装置を掘削途上の状態で
示す縦断側面図である。FIG. 1 is a longitudinal sectional side view showing a horizontal hole excavator according to the present invention in an excavation state.
【図２】同装置における二液硬化型の結合滑剤の逆止弁
機構の横断平面図である。FIG. 2 is a cross-sectional plan view of a check valve mechanism of a two-part curing type bonding lubricant in the same device.
【図３】同装置における二液硬化型の結合滑剤の噴出口
部の縦断正面図である。FIG. 3 is a vertical cross-sectional front view of an ejection port of a two-part curing type bonding lubricant in the same device.
【図４】従来例の横孔掘削装置を掘削途上の状態で示す
縦断側面図である。FIG. 4 is a vertical cross-sectional side view showing a conventional example of a horizontal hole excavator in an excavation state.
【図５】図２における要部の拡大縦断側面図である。FIG. 5 is an enlarged vertical sectional side view of a main part in FIG. 2;
【図６】横孔掘削装置の施工手順の概要を示す工程図で
ある。FIG. 6 is a process chart showing an outline of a construction procedure of a lateral hole excavator.
１ 地山 ２ 発進立坑 ４ 回転式削孔機 ５ 埋設管 ６ 推進ジャッキ ９ 回転掘削具 １１ 横孔 １２ 余掘り層 １４ 土砂圧送ポンプ １５ 掘削土砂 １６ 土砂取込口 １７ 排土管 ２１ 排土ホース ２３ 排土タンク ２５ 作泥材注入口 ２６ 作泥材注入ホース ２７ 作泥材注入ポンプ ３０ ダミー管 ３１ 噴出口 ３２ 第１液の圧送ポンプ ３３ 第２液の圧送ポンプ ３４・３５ ホース ３６ 逆止弁 DESCRIPTION OF SYMBOLS 1 Ground 2 Starting shaft 4 Rotary drilling machine 5 Buried pipe 6 Propulsion jack 9 Rotary excavation tool 11 Side hole 12 Excavation layer 14 Sediment pressure pump 15 Drilling soil 16 Sediment intake 17 Drainage pipe 21 Discharge hose 23 Discharge Soil tank 25 Mud material injection port 26 Mud material injection hose 27 Mud material injection pump 30 Dummy pipe 31 Spout port 32 First liquid pressure pump 33 Second liquid pressure pump 34/35 Hose 36 Check valve
Claims (3)
削する回転掘削具９を先端に備えた回転式削孔機４と、 回転式削孔機４の後部に接続される、回転掘削具９の外
径より小さい埋設管５と、 発進立坑２内に設置され、回転式削孔機４および埋設管
５に推進力を付与する推進ジャッキ６と、 前記回転式削孔機４および埋設管５に通され、一端側が
前記回転掘削具９に設けた作泥材注入口２５に、他端側
が地上の作泥材注入ポンプ２７にそれぞれ接続された作
泥材注入ホース２６と、 回転式削孔機４の外周一部に、回転式削孔機４の外周と
地山１との間に形成される余掘り層１２内の掘削土砂の
一部を取り込むよう設けられた土砂取込口１６と、 埋設管５内に通された排土管１７と、 回転式削孔機４に内蔵され、土砂取込口１６に取り込む
掘削土砂を排土管１７に吐出圧送する土砂圧送ポンプ１
４と、 一端が排土管１７に、他端が地上の排土タンク２３にそ
れぞれ連結された排土ホース２１と、 を備えた横孔掘削装置において、 回転式削孔機４の後部と前記埋設管５との間に、前記作
泥材注入ホース２６および排土管１７を内部に通し且つ
回転掘削具９の外径より小さいダミー管３０を接続して
おり、 このダミー管３０に、余掘り層１２内の作泥材で泥土化
された掘削土砂に向けて混合噴射し、噴射後固化して前
記掘削土砂が水と土粒子に分離するのを抑える二液硬化
型の結合滑剤の噴射手段を備えてあることを特徴とする
横孔掘削装置。1. A rotary drilling machine 4 having a rotary drilling tool 9 at its tip for drilling a horizontal hole 11 from the starting shaft 2 to the ground 1 and a rear part of the rotary drilling machine 4. A buried pipe 5 smaller than the outer diameter of the rotary excavator 9; a propulsion jack 6 installed in the starting shaft 2 for applying propulsion to the rotary drilling machine 4 and the buried pipe 5; And a sludge material injection hose 26 which is passed through the buried pipe 5 and has one end connected to a sludge material injection port 25 provided in the rotary excavator 9 and the other end connected to a sludge material injection pump 27 on the ground. Sediment removal provided on a part of the outer periphery of the rotary drilling machine 4 so as to take in a part of the excavated soil in the overburden layer 12 formed between the outer periphery of the rotary drilling machine 4 and the ground 1. Inlet 16, earth removal pipe 17 passed through buried pipe 5, incorporated in rotary drilling machine 4, and taken into earth and sand intake 16 Sediment pump 1 that discharges excavated soil to discharge pipe 17
And a discharging hose 21 having one end connected to a discharging pipe 17 and the other end connected to a discharging tank 23 on the ground, respectively. A dummy pipe 30 which is smaller than the outer diameter of the rotary excavation tool 9 is connected between the pipe 5 and the mud material injection hose 26 and the earth discharging pipe 17 and connected to the dummy pipe 30. A mixing and spraying means for a two-part curing type combined lubricant that mixes and jets against the excavated earth and sand that has been mudified with the mud material in 12, and then solidifies after the injection to prevent the excavated earth and sand from separating into water and soil particles. A horizontal hole drilling rig, comprising:
口３１と、地上の第１・２液圧送ポンプ３２・３３と
を、ダミー管３０および埋設管５に通されたホース３４
・３５で各逆止弁３６を介して連結してなる請求項１記
載の横孔掘削装置。2. A hose 34, which is connected to a dummy pipe 30 and a buried pipe 5, by connecting a jet port 31 provided in a dummy pipe 30 and first and second hydraulic pumps 32, 33 on the ground.
The side hole excavator according to claim 1, wherein the side hole excavator is connected via each check valve at 35.
溶液、またはベントナイト系溶液からなり、 二液硬化型の結合滑剤が、ケイ酸ソーダを主成分とする
第１液と、複数の食品添加物とモンモリロナイトとの混
合物を主成分とする第２液とからなる請求項１又は２記
載の横孔掘削装置。3. A mud making material comprising a carboxymethylcellulose-based solution or a bentonite-based solution, wherein the two-part curing type binding lubricant comprises a first liquid containing sodium silicate as a main component, a plurality of food additives, and montmorillonite. The side hole drilling device according to claim 1 or 2, comprising a second liquid containing a mixture of the second component and the first component.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3678298A JPH11217991A (en) | 1998-02-02 | 1998-02-02 | Drift excavation device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3678298A JPH11217991A (en) | 1998-02-02 | 1998-02-02 | Drift excavation device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH11217991A true JPH11217991A (en) | 1999-08-10 |
Family
ID=12479357
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP3678298A Pending JPH11217991A (en) | 1998-02-02 | 1998-02-02 | Drift excavation device |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH11217991A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010070900A (en) * | 2001-06-18 | 2001-07-27 | 김대용 | Apparatus laying pipes underground for public engineering and construction |
| CN109184711A (en) * | 2018-08-02 | 2019-01-11 | 上海交通大学 | A kind of tooth-like mechanical gripper |
| CN116497818A (en) * | 2023-06-30 | 2023-07-28 | 中交第一航务工程局有限公司 | Offshore large-diameter steel pipe pile anti-slip pile device and application method thereof |
-
1998
- 1998-02-02 JP JP3678298A patent/JPH11217991A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010070900A (en) * | 2001-06-18 | 2001-07-27 | 김대용 | Apparatus laying pipes underground for public engineering and construction |
| CN109184711A (en) * | 2018-08-02 | 2019-01-11 | 上海交通大学 | A kind of tooth-like mechanical gripper |
| CN109184711B (en) * | 2018-08-02 | 2019-11-01 | 上海交通大学 | A kind of tooth-like mechanical gripper |
| CN116497818A (en) * | 2023-06-30 | 2023-07-28 | 中交第一航务工程局有限公司 | Offshore large-diameter steel pipe pile anti-slip pile device and application method thereof |
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