JPS6218718B2 - - Google Patents

Info

Publication number
JPS6218718B2
JPS6218718B2 JP56030980A JP3098081A JPS6218718B2 JP S6218718 B2 JPS6218718 B2 JP S6218718B2 JP 56030980 A JP56030980 A JP 56030980A JP 3098081 A JP3098081 A JP 3098081A JP S6218718 B2 JPS6218718 B2 JP S6218718B2
Authority
JP
Japan
Prior art keywords
liquid
pipe
casing
filled
tank
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired
Application number
JP56030980A
Other languages
Japanese (ja)
Other versions
JPS57146897A (en
Inventor
Yoshiki Takeya
Shinsuke Kogame
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
KAGATAGUMI KK
Original Assignee
KAGATAGUMI KK
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by KAGATAGUMI KK filed Critical KAGATAGUMI KK
Priority to JP3098081A priority Critical patent/JPS57146897A/en
Publication of JPS57146897A publication Critical patent/JPS57146897A/en
Publication of JPS6218718B2 publication Critical patent/JPS6218718B2/ja
Granted legal-status Critical Current

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  • Excavating Of Shafts Or Tunnels (AREA)

Description

【発明の詳細な説明】 [産業上の利用分野] 本発明は管埋設工法に関し、特に地下水量の多
い地盤に対する管埋設工法に関するものである。
DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a pipe burying method, and particularly to a pipe burying method for ground with a large amount of groundwater.

[従来の技術] 道路や鉄道の軌道下を横断して上下水道管や各
種ケーブルの保護管等を地中に埋設するに際し地
上を開掘することなく管を埋設する工法として道
路等を挾んで地上から竪坑を掘削し、この竪坑内
から水平のオーガースクリユー等の水平掘削装置
を用いて地中を掘削しながら管を押進埋設する工
法が実施されている。
[Conventional technology] When burying water supply and sewage pipes and protection pipes for various cables underground across roads and railway tracks, this method is used to bury the pipes without excavating above ground. A method has been implemented in which a shaft is excavated from the shaft, and a horizontal excavation device such as a horizontal auger screw is used to excavate underground from within the shaft and push the pipe to be buried.

しかし、この様な管埋設工法では、掘削地盤が
地下水の水位より上位で水を含まない地盤であれ
ば特別問題を生じないが、滞水砂層等の地上水を
含む地盤を掘削して管を埋設する場合には、オー
ガースクリユー等の水平掘削装置によつて掘削す
るとき地下水が水平掘削装置のケーシングおよび
竪坑内に流入し掘削中の地盤の陥没沈下を招くと
云う欠点があつた。
However, with this type of pipe burying method, no special problems arise if the excavated ground is above the groundwater level and does not contain water, but if the pipe is installed by excavating ground that contains surface water such as a water-retaining sand layer, When buried, there is a drawback that when excavating with a horizontal excavation device such as an auger screw, groundwater flows into the casing of the horizontal excavation device and into the shaft, causing the ground to cave in and sink during excavation.

このような問題を解消するため、竪坑の土留壁
の孔を通して押込管、例えば鋼管とオーガーとを
地山に押込み、オーガーを回転して排土し、さら
にオーガーの回転軸は中空管となし、機械室内の
モーターで回転すると共にオーガー先端近くの開
口に泥水を送入する通路をなし、さらに鋼管の基
部の下面に排土室を設けてオーガーが運ぶ排土は
排土室に集められ、排土室は上段と下段に夫々開
閉板を設けられており、泥水圧は通常地下水圧よ
り少し高いので開閉板は掘削休止時に排土室に泥
水の流入を抑制し、泥水供給通路例えば回転軸に
逆止弁を設けて掘削休止時に掘削孔内の泥水圧力
の降下を防止するようになした泥水ホリゾンタル
オーガー工法が特開昭54―136713号公報で知ら
れ、さらに刃口先端部からやゝ管体後方に適当な
奥行きを有する水平もしくはやゝ推進方向に下つ
た傾斜を有する棚を複数段設け、該各々の棚の後
端部に上部が回転軸となつた閉塞板を各々設け、
さらに適宜後方位置に管体全断面を閉塞する水密
性の隔壁を設け、該隔壁の上部に推進用立坑付近
に設置した水槽に連絡し上記閉塞板と隔壁との間
に処要の水圧を与えるべくした送水パイプを装着
する。一方、該隔壁の下部に開口し且つ傾斜した
パイプを管体後方に向けて設け、該パイプの末端
部を垂直に曲設し水密型開閉バルブを設けて開放
して成る。次に、上部開口するトロパケツトの該
開口形状と一致する上記バルブの下部開放口に該
トロバケツトを位置付け水密的に定着させる。而
して、管体の推進によつて管体内部に取り込まれ
た土砂を水密型開閉バルブを開放した状態で隔壁
の下部に設けたバルブに沿つて水中で掻き上げて
該パイプの末端垂直部から下方に落し開閉パルブ
を経てトロバケツト内に推積させる。しかるの
ち、土砂の掻き上げを停止、開閉バルブを閉塞
し、トロバケツトの定着を開放して土砂を該トロ
バケツト内に獲捕し管体外部へ取り出す操作を繰
り返して、以上にして刃口後方に取り込んだ土砂
を外部に搬出しつつ、刃口部分を完全に水没状態
にしたまま管体を順次推進するシールド工法また
は推進工法に用いる水中推進工法が特開昭53―
26412号公報で知られている。
In order to solve this problem, a push pipe, such as a steel pipe and an auger, is pushed into the ground through a hole in the earth retaining wall of the shaft, and the auger is rotated to remove the soil, and the rotation axis of the auger is a hollow pipe. It is rotated by a motor in the machine room and has a passageway for sending muddy water into an opening near the tip of the auger. Furthermore, an earth removal chamber is provided at the bottom of the base of the steel pipe, and the earth carried by the auger is collected in the earth removal chamber. The earth removal chamber is equipped with an opening/closing plate on the upper and lower levels, and since the mud water pressure is normally a little higher than the groundwater pressure, the opening/closing plate suppresses the flow of mud into the earth removal chamber when excavation is not in progress. A mud water horizontal auger construction method is known from Japanese Patent Application Laid-Open No. 136713/1983, in which a check valve is installed in the hole to prevent the mud pressure from decreasing in the borehole when drilling is stopped. A plurality of shelves having an appropriate depth and having a horizontal or slightly downward slope in the direction of propulsion are provided at the rear of the pipe body, and a closing plate whose upper part serves as a rotation axis is provided at the rear end of each shelf,
Furthermore, a watertight bulkhead that closes off the entire cross section of the pipe is installed at an appropriate rear position, and the top of the bulkhead is connected to a water tank installed near the propulsion shaft to apply the required water pressure between the closing plate and the bulkhead. Attach a water pipe that has been properly installed. On the other hand, an inclined pipe is provided at the bottom of the partition wall and is opened toward the rear of the pipe body, and the end portion of the pipe is bent vertically and is opened by providing a watertight opening/closing valve. Next, the trolley bucket is positioned and fixed in a watertight manner at the lower opening of the valve, which matches the opening shape of the upper opening of the trolley bucket. With the watertight opening/closing valve open, the earth and sand taken into the pipe body by the propulsion of the pipe body are scraped up underwater along the valve provided at the bottom of the bulkhead, and removed to the vertical end of the pipe. It is then dropped downwards, passes through an opening/closing valve, and is deposited in a trolley cart. After that, the operation of stopping scooping up the earth and sand, closing the opening/closing valve, opening the anchorage of the troll bucket, capturing the earth and sand in the troll bucket, and taking it out to the outside of the pipe body is repeated. The underwater propulsion method used in the shield method or propulsion method, in which the pipe body is sequentially propelled while keeping the cutting edge completely submerged while transporting the earth and sand to the outside, was published in Japanese Patent Application Laid-Open No. 1983-
It is known from Publication No. 26412.

[発明が解決しようとする問題点] 上記従来技術において、前者のものはオーガー
の中空回転軸を通して泥水を地山に送水するもの
であり、後者のものは刃口部分に水圧室を設け、
この水圧室とタンクとを連通接続しているもので
あつて、いずれも掘削装置を内装したケーシング
内の液体によつて地下水圧に充分耐抗することが
できず地盤沈下に対し十分安定状態を期待でき難
いという問題を有していた。
[Problems to be Solved by the Invention] In the above-mentioned prior art, the former one transports muddy water to the ground through the hollow rotating shaft of the auger, while the latter one has a water pressure chamber at the cutting edge.
This water pressure chamber and tank are connected in communication, and both cannot withstand groundwater pressure sufficiently due to the liquid in the casing that houses the excavation equipment, so they cannot be kept in a sufficiently stable state against ground subsidence. The problem was that it was difficult to expect.

そこで本発明は地盤沈下を確実に防止する安定
状態で作業できる管埋設工法を提供することを目
的とする。
Therefore, an object of the present invention is to provide a pipe burying method that reliably prevents ground subsidence and allows work to be carried out in a stable state.

[問題点を解決するための手段] 本発明の埋設管工法は埋設管内にケーシングを
配設し、このケーシング内に掘削装置を配設し、
この掘削装置で掘削しながら竪坑内の推進装置に
より埋設管を押進し、掘削土砂を前記ケーシング
を通して排出する管埋設工法において、前記ケー
シングの土砂排出口と密閉型排土用タンクとを連
通接続すると共に前記ケーシングと前記排土用タ
ンク内に液体が充満するまで前記排土用タンクに
液体を供給しかつ充満した時点でその供給を停止
して両者を液体が充満した液密状態に接続し、こ
の充満した液体により前記ケーシング内に流入す
る地下水の水圧に耐抗させながら掘削と埋設管の
押進を行なうものである。
[Means for solving the problem] The buried pipe construction method of the present invention includes disposing a casing within the buried pipe, disposing an excavation device within the casing,
In the pipe burying method, in which a buried pipe is pushed forward by a propulsion device in the shaft while excavating with this excavation equipment, and excavated soil is discharged through the casing, the soil discharge port of the casing and the closed soil discharge tank are connected for communication. At the same time, the liquid is supplied to the soil removal tank until the liquid is filled in the casing and the soil removal tank, and when the liquid is filled, the supply is stopped and both are connected in a liquid-tight state filled with liquid. This filled liquid allows excavation and pushing of the buried pipe while resisting the pressure of groundwater flowing into the casing.

[実施例] 以下、本発明の一実施例を第1図〜第6図によ
り説明する。
[Example] Hereinafter, an example of the present invention will be described with reference to FIGS. 1 to 6.

第1図は準備状態を示し、1は管埋設装置であ
り、この管埋設装置1はアースオーガー等の掘削
装置9を内部に管埋設管10を外部にそれぞれ配
設したケーシング2と竪坑3内に設置された密閉
型排土用タンク4とを液体ハを充満した液密状態
に連通接続して構成されている。
Fig. 1 shows the preparation state, and 1 is a pipe burying device, which is inside a casing 2 and a shaft 3, in which a digging device 9 such as an earth auger is installed inside and a pipe burying pipe 10 is installed outside. The tank 4 is connected to a closed soil removal tank 4 installed in the tank 4 in a liquid-tight state filled with liquid.

又密閉型排土用タンク4には水等の液体ハが供
給されケーシング2内と排土用タンク4内とに液
体ハが充満した時点で液体供給を終える。6は発
進用の止水グラウト、7は推進用ジヤツキ、8は
支圧壁である。
Further, a liquid such as water is supplied to the closed earth removal tank 4, and the liquid supply is finished when the inside of the casing 2 and the earth removal tank 4 are filled with the liquid C. 6 is a water stop grout for starting, 7 is a propulsion jack, and 8 is a bearing wall.

第2図はケーシング2と密閉型排土用タンク4
内に充満した液体ハによつて地下水口の水圧に耐
抗させながら推進する状態を示しており、第1図
の状態から掘削装置9を図示しないジヤツキによ
り前方に移動することにより切羽前面5を開放
し、このようにして切羽前面5が開放した状態で
水平掘削が行なわれ、排土イが掘削装置9によつ
て排土流入口4aからタンク4内へ流入してい
る。なお掘削とともに埋設管10の押進が常法通
り行われる。
Figure 2 shows the casing 2 and the closed soil removal tank 4.
This figure shows a state in which the excavation device 9 is propelled while resisting the water pressure of the underground water inlet by the liquid filled inside, and the front surface 5 of the face is moved by moving the excavation device 9 forward from the state shown in FIG. Horizontal excavation is performed with the front face 5 open in this manner, and the excavation device 9 flows into the tank 4 from the excavation inlet 4a. Incidentally, along with the excavation, the buried pipe 10 is pushed forward as usual.

第3図は掘削によつてタンク4内に排土イが満
杯になつた際の操作状態を示しており、切羽前面
5およびタンク4の排土流入口4aがシール又は
バルブ等により閉塞状態になつている。6aは掘
削装置9内の止水グラウトである。又ケーシング
2とタンク4との連結口2aも閉塞している。こ
の場合、切羽前面5が閉塞状態のため止水グラウ
ト6aおよび連結口2aは開放状態でも不都合を
生じない。なお、切羽前面5は掘削装置9を後方
に移動することにより閉塞される。
Figure 3 shows the operating state when the tank 4 is full of excavated soil due to excavation, and the front face 5 and the excavated soil inlet 4a of the tank 4 are closed by seals, valves, etc. It's summery. 6a is a water stop grout inside the excavation device 9. Further, the connecting port 2a between the casing 2 and the tank 4 is also closed. In this case, since the front surface 5 of the face is in a closed state, no inconvenience occurs even if the water stop grout 6a and the connecting port 2a are in an open state. Note that the front face 5 is closed by moving the excavation device 9 backward.

第4図は埋設管10と掘削装置9との接続およ
び排土イの排出のためにタンク4を移送する状態
を示している。タンク4は図示しない連結具を分
離状態にし地上に移して排土イを排出する。
FIG. 4 shows a state in which the buried pipe 10 is connected to the excavation device 9 and the tank 4 is transferred for discharging the excavated soil. In the tank 4, a connector (not shown) is separated, moved to the ground, and the waste soil is discharged.

第5図は第4図の状態から排土イを有しない排
土用タンク4をケーシング2に連結するとともに
第1図のようにケーシング2とタンク4の連結口
を開口し液体ハを供給して液体ハが充満した液密
状態に連結させてから第2図のように水平掘削と
管の押進を反復して、竪坑3aに到達した状態を
示しており、6bは到達用止水グラウトである。
又掘削装置9内は排水されている。なお、第4図
におけるケーシング2内の止水グラウト6aはア
ースオーガー等の掘削装置9の回転駆動によつて
破壊されて除去される。
FIG. 5 shows that the soil removal tank 4 without soil removal A is connected to the casing 2 from the state shown in FIG. 4, and the connection port between the casing 2 and the tank 4 is opened as shown in FIG. After the pipe is connected in a liquid-tight state filled with liquid, horizontal excavation and pushing of the pipe are repeated as shown in Fig. 2, and the state is shown in which the shaft 3a is reached, and 6b is the water stop grout for reaching the pipe. It is.
Moreover, the inside of the excavation device 9 is drained. Note that the water-stop grout 6a in the casing 2 in FIG. 4 is destroyed and removed by the rotational drive of an excavation device 9 such as an earth auger.

第6図は機材装置の撒去および管付設完了状態
を示している。両側の竪坑3,3a間に埋設管1
0が貫通すれば地下水の流出の虞れはなくなり機
材装置の撒去が容易に行われる。
FIG. 6 shows the state in which the equipment has been removed and the pipes have been installed. Buried pipe 1 between the shafts 3 and 3a on both sides
0 penetrates, there is no risk of underground water flowing out, and the equipment can be easily removed.

本実施例の管埋設工法は上記の如くであるから
次の効果を有するものである。
The pipe burying method of this embodiment is as described above and has the following effects.

すなわち第一に、掘削装置9を内部に埋設管1
0を外部にそれぞれ配設したケーシング2と竪坑
3内に設置された密閉型排土用タンク4とを液体
ハが充満した液密状態に連通接続してこの充満し
た液体ハにより前記ケーシング2内に流入する地
下水の水圧に耐抗させながら掘削と埋設管10の
押進を行うから地下水の流出による掘削地盤の沈
下を確実に防止できることになり、しかも簡単な
構造の装置により簡単な操作でそれが可能であ
る。
That is, first, the drilling equipment 9 is buried inside the pipe 1.
The casing 2, each of which is provided with 0 on the outside, and a closed soil removal tank 4 installed in the shaft 3 are connected in a liquid-tight state filled with liquid C, and the filled liquid C causes the inside of the casing 2 to be Since the excavation and the underground pipe 10 are carried out while resisting the water pressure of the groundwater flowing into the pipe, it is possible to reliably prevent the subsidence of the excavated ground due to the outflow of groundwater.Moreover, the simple structure of the device allows for easy operation. is possible.

第二に、密閉型排土用タンク4を竪坑3内に設
置しこの密閉型排土用タンク4とケーシング2と
を液体ハが充満した液密状態に接続するととも
に、切羽前面5とタンク4との排土流入口4aの
開閉を行なうことにより、地下水の排出を防止し
て掘削地盤の沈下を防ぎながらの管埋設工法を可
能にするため、装置および操作は簡略化され地下
水の多い地盤への管埋設工費が大幅に削減され
る。
Second, a closed earth removal tank 4 is installed in the shaft 3, and the closed earth removal tank 4 and the casing 2 are connected in a liquid-tight state filled with liquid. By opening and closing the soil discharge inlet 4a, the equipment and operation are simplified to enable the pipe burying method while preventing the discharge of groundwater and preventing subsidence of the excavated ground. The cost of burying pipes will be significantly reduced.

第三に、密閉型排土用タンク4を用いているた
め、排土イの処理は埋設管10および掘削装置9
の接続と同時にタンク4毎移動することによつて
容易に行われることになり作業能率も優れたもの
である。
Thirdly, since the closed soil removal tank 4 is used, the disposal of the soil removal is carried out using the buried pipe 10 and the excavation device 9.
This can be easily done by moving the tank 4 at the same time as the connection, and the work efficiency is also excellent.

第四に、密閉型排土用タンク4を用いたため、
排土用タンク4とケーシング2とを液体ハを充満
した液密状態に連通接続して地下水口の水圧に耐
抗させることがタンク4に液体ハを供給する簡単
な操作で可能になるとともに、切羽前面5タンク
4の排出流入口4aの閉塞操作によつて排土イの
排出のためタンク4の切り離しと移動が可能とな
るため作業性が高められる。
Fourthly, because the closed soil removal tank 4 was used,
The earth removal tank 4 and the casing 2 can be connected in a fluid-tight state filled with liquid C to withstand the water pressure of the underground water inlet by a simple operation of supplying liquid C to the tank 4, and By closing the discharge inlet 4a of the tank 4 at the front face 5, it becomes possible to separate and move the tank 4 for discharging the waste soil, thereby improving work efficiency.

なお本発明は上記実施例に限定されるものでは
なく本発明の要旨の範囲内において種々の変形実
施が可能である。
Note that the present invention is not limited to the above-mentioned embodiments, and various modifications can be made within the scope of the gist of the present invention.

[発明の効果] 本発明は掘削装置を内装したケーシングと竪坑
内の密閉型排土用タンクとを液体が充満した液密
状態に連通接続したから地盤の陥没を確実に防止
しかつ円滑に掘削と管埋設ができる管埋設工法を
提供できる。
[Effects of the Invention] The present invention connects the casing containing the excavation equipment and the sealed earth removal tank in the shaft in a liquid-tight state filled with liquid, thereby reliably preventing ground collapse and facilitating smooth excavation. We can provide a pipe burying method that allows pipe burying.

【図面の簡単な説明】[Brief explanation of the drawing]

第1図〜第6図は工程の順次を示す概略説明図
である。 1……管埋設装置、2……ケーシング、3……
竪坑、4……密閉型排土用タンク、7……推進装
置、10埋設管、ハ……液体。
FIGS. 1 to 6 are schematic explanatory diagrams showing the sequence of steps. 1...Pipe burial device, 2...Casing, 3...
Vertical shaft, 4... Closed earth removal tank, 7... Propulsion device, 10 Buried pipe, C... Liquid.

Claims (1)

【特許請求の範囲】[Claims] 1 埋設管内にケーシングを配設し、このケーシ
ング内の掘削装置で掘削しながら竪坑内の推進装
置により埋設管を押進し、掘削土砂を前記ケーシ
ングを通して排出する埋設管工法において、前記
ケーシングの土砂排出口と密閉型排土用タンクと
を連通接続すると共に前記ケーシングと前記排土
用タンク内に液体が充満するまで前記排土用タン
クに液体を供給しかつ充満した時点でその供給を
停止して両者を液体が充満した液密状態に接続
し、この充満した液体により前記ケーシング内に
流入する地下水の水圧に耐抗させながら掘削と埋
設管の押進を行なうことを特徴とする管埋設工
法。
1 In a buried pipe construction method in which a casing is placed inside a buried pipe, and while excavating with an excavating device inside the casing, the buried pipe is pushed forward by a propulsion device in a shaft and the excavated earth and sand is discharged through the casing. The discharge port and the closed soil discharge tank are connected in communication, and the liquid is supplied to the soil discharge tank until the liquid is filled in the casing and the soil discharge tank, and the supply is stopped when the liquid is filled. A pipe burying method characterized in that the two are connected in a liquid-tight state filled with liquid, and excavation and pushing of the buried pipe are performed while resisting the water pressure of groundwater flowing into the casing by the filled liquid. .
JP3098081A 1981-03-04 1981-03-04 Pipe embedding method Granted JPS57146897A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP3098081A JPS57146897A (en) 1981-03-04 1981-03-04 Pipe embedding method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP3098081A JPS57146897A (en) 1981-03-04 1981-03-04 Pipe embedding method

Publications (2)

Publication Number Publication Date
JPS57146897A JPS57146897A (en) 1982-09-10
JPS6218718B2 true JPS6218718B2 (en) 1987-04-24

Family

ID=12318787

Family Applications (1)

Application Number Title Priority Date Filing Date
JP3098081A Granted JPS57146897A (en) 1981-03-04 1981-03-04 Pipe embedding method

Country Status (1)

Country Link
JP (1) JPS57146897A (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03116418U (en) * 1990-03-08 1991-12-03

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59140399U (en) * 1983-03-09 1984-09-19 株式会社小松製作所 Screw earth removal type small diameter pipe propulsion machine
JPS60215993A (en) * 1984-04-10 1985-10-29 酒井重工業株式会社 Method and apparatus for embedding small diameter pipe
JPS61122396A (en) * 1984-11-16 1986-06-10 大豊建設株式会社 Shield drilling construction method and shield drilling machine

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5326412A (en) * 1976-08-23 1978-03-11 Kido Kensetsu Kogyo Under water driving method
JPS54136713A (en) * 1978-04-15 1979-10-24 Tekken Constr Co Method of muddy water horizontal auger construction

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5326412A (en) * 1976-08-23 1978-03-11 Kido Kensetsu Kogyo Under water driving method
JPS54136713A (en) * 1978-04-15 1979-10-24 Tekken Constr Co Method of muddy water horizontal auger construction

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03116418U (en) * 1990-03-08 1991-12-03

Also Published As

Publication number Publication date
JPS57146897A (en) 1982-09-10

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