JP6831147B1 - Method of forming lateral resistance and lateral resistance - Google Patents
Method of forming lateral resistance and lateral resistance Download PDFInfo
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- JP6831147B1 JP6831147B1 JP2020125149A JP2020125149A JP6831147B1 JP 6831147 B1 JP6831147 B1 JP 6831147B1 JP 2020125149 A JP2020125149 A JP 2020125149A JP 2020125149 A JP2020125149 A JP 2020125149A JP 6831147 B1 JP6831147 B1 JP 6831147B1
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- 238000000034 method Methods 0.000 title claims abstract description 28
- 239000004576 sand Substances 0.000 claims abstract description 60
- 238000009412 basement excavation Methods 0.000 abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 16
- 238000010276 construction Methods 0.000 abstract description 7
- 238000004904 shortening Methods 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 abstract description 2
- 239000013049 sediment Substances 0.000 abstract description 2
- 239000003673 groundwater Substances 0.000 description 5
- 238000003780 insertion Methods 0.000 description 4
- 230000037431 insertion Effects 0.000 description 4
- 238000000926 separation method Methods 0.000 description 3
- 244000208734 Pisonia aculeata Species 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 2
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- 239000010959 steel Substances 0.000 description 2
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- 230000015572 biosynthetic process Effects 0.000 description 1
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- 238000007599 discharging Methods 0.000 description 1
- 239000003814 drug Substances 0.000 description 1
- 229940079593 drug Drugs 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
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- 229920005992 thermoplastic resin Polymers 0.000 description 1
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- Excavating Of Shafts Or Tunnels (AREA)
- Earth Drilling (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
【課題】鞘管の内部を通して掘進機を発進立坑に引き戻すことで到達立坑の掘削は必要とせず、工期の短縮や工事費の削減につながり、地中に排水用の横抗を短期間で布設することができる横坑の提供。【解決手段】発進立坑１１から到達目標地点１２へ向けて地中内に透水性のドレイン管３１を埋設する方法であって、第１鞘管の先頭部に設けられた土砂シャッター４０を開とするように掘進機の頭を挿入して配置し、単位鞘管を順次連結し推進して連結鞘管を形成し、その後、掘進機を発進立抗１１方向へ引き戻すとともに土砂シャッター４０を閉の状態にし、次に、連結鞘管内に、第１ドレイン管３１ａ１に単位ドレイン管を順次連結して、土砂シャッター４０の手前まで挿入し、第１鞘管の先頭部２１ａ０を切り離して、連結鞘管を発進立抗１１方向へ引き抜くとともに単位鞘管に分解し、土砂シャッター４０を設けた先頭部及び連結ドレイン管を埋設する。【選択図】図１３PROBLEM TO BE SOLVED: To pull an excavator back to a starting shaft through the inside of a sheath pipe, so that excavation of an reaching shaft is not required, which leads to shortening of construction period and reduction of construction cost. Providing a horizontal shaft that can be used. SOLUTION: A method of burying a water permeable drain pipe 31 in the ground from a starting shaft 11 toward a target point 12, and opening a sediment shutter 40 provided at a head portion of a first sheath pipe. The head of the excavator is inserted and arranged so that the unit sheath pipes are sequentially connected and propelled to form a connected sheath pipe, and then the excavator is pulled back in the starting and standing resistance 11 direction and the earth and sand shutter 40 is closed. Next, the unit drain pipes are sequentially connected to the first drain pipe 31a1 in the connecting sheath pipe, inserted to the front of the earth and sand shutter 40, and the leading portion 21a0 of the first sheath pipe is cut off to connect the connecting sheath pipe. Is pulled out in the starting and standing resistance 11 direction and disassembled into a unit sheath pipe, and the head portion provided with the earth and sand shutter 40 and the connecting drain pipe are buried. [Selection diagram] FIG. 13
Description
本発明は横抗の形成方法及び横抗に関し、特に上昇した地下水位を降下させ、あるいは地下水を排水して地盤を改良する際に用いられる横抗の形成方法及び横抗に関するものである。 The present invention relates to a method for forming a lateral sill and a lateral sill, and particularly to a method for forming a lateral sill and a lateral sill used when lowering an elevated groundwater level or draining groundwater to improve the ground.
従来、地中に埋設されたドレイン管によって地中の雨水や湧水を集め、地上に排水することで地盤の地下水位を低下させ、地すべりや液状化を防止するため、透水性を有するポーラスなドレイン管を工事対象地盤の地中に埋設する横抗の形成方法が知られている。 Conventionally, a drain pipe buried in the ground collects rainwater and spring water in the ground and drains it to the ground to lower the groundwater level of the ground and prevent landslides and liquefaction. A method of forming a landslide in which a drain pipe is buried in the ground to be constructed is known.
このような横抗の形成方法の技術として、以下のような文献が知られている。
例えば、特許文献１には、発進立坑から到達立坑に向けて貫通させた横坑内に透水性のドレイン管を埋設する非開削工法が開示されており、地表から発進立坑及び到達立坑を掘削した後、発進立坑から到達立坑に向かって横坑を形成すると同時に鞘管を推進させて横坑内に鞘管を設置し、次に、鞘管内にドレイン管を挿入し、プッシュロッドを発進立坑から押し出すことにより、横坑から鞘管を到達立坑へ引き抜いて、横坑内にドレイン管を残置することが記載されている。
The following documents are known as a technique for forming such a lateral tension.
For example, Patent Document 1 discloses a non-excavation method in which a water-permeable drain pipe is buried in a horizontal shaft penetrating from a starting shaft to a reaching shaft, and after excavating the starting shaft and the reaching shaft from the ground surface. At the same time as forming a horizontal shaft from the starting shaft to the reaching shaft, the sheath pipe is propelled to install the sheath pipe in the horizontal shaft, then the drain pipe is inserted into the sheath pipe and the push rod is pushed out from the starting shaft. It is described that the sheath pipe is pulled out from the horizontal shaft to the reaching shaft and the drain pipe is left in the horizontal shaft.
特許文献１の工法は、地表から発進立坑及び到達立坑を掘削することや、発進立坑から到達立坑に向かって横坑を形成する工程である。
しかし、現場の状況によっては、地表の形状や地盤の状況で、到達立孔を掘削できない場合がある。
また、到達立坑を掘削するためには、コストが嵩むという問題があった。
The construction method of Patent Document 1 is a step of excavating a starting shaft and a reaching shaft from the ground surface, and forming a horizontal shaft from the starting shaft to the reaching shaft.
However, depending on the situation at the site, it may not be possible to excavate the reachable hole due to the shape of the ground surface or the condition of the ground.
In addition, there is a problem that the cost increases in order to excavate the reaching shaft.
（１）本発明の横抗の形成方法は、
発進立坑から到達目標地点へ向けて地中内に透水性のドレイン管を埋設する方法であって、
第１鞘管の先頭部２１ａ０に設けられた土砂シャッターを開とするように掘進機の頭を挿入して配置し、
単位鞘管を順次連結し推進して連結鞘管を形成し、
その後、
前記掘進機を発進立抗方向へ引き戻すとともに前記土砂シャッターを閉の状態にし、
次に、前記連結鞘管内に、
第１ドレイン管に単位ドレイン管を順次連結して、前記土砂シャッターの手前まで挿入し、
前記第１鞘管の先頭部を切り離して、
連結鞘管を発進立抗方向へ引き抜くとともに単位鞘管に分解し、
前記土砂シャッターを設けた先頭部及び連結ドレイン管を埋設することを特徴とする。
（２）本発明の横抗は、
地中に、
第１鞘管内での掘進機の前進・後退によって開閉される構造を有する土砂シャッターと、
前記土砂シャッターを設けた第１鞘管の先頭部と、
前記土砂シャッターの手前まで挿入された連結ドレイン管と、
が残置されたことを特徴とする。
(1) The method for forming a lateral resistance of the present invention is
It is a method of burying a permeable drain pipe in the ground from the starting shaft to the target point.
The head of the excavator is inserted and arranged so as to open the earth and sand shutter provided at the leading portion 21a0 of the first sheath pipe.
The unit sheath tubes are sequentially connected and propelled to form a connected sheath tube,
afterwards,
The excavator is pulled back in the direction of starting and standing, and the earth and sand shutter is closed.
Next, in the connecting sheath tube,
The unit drain pipes are sequentially connected to the first drain pipe and inserted until just before the earth and sand shutter.
The leading portion of the first sheath tube is cut off,
Pull out the connecting sheath tube in the direction of starting and standing, and disassemble it into a unit sheath tube.
It is characterized in that a leading portion provided with the earth and sand shutter and a connecting drain pipe are embedded.
(2) The laterality of the present invention is
In the ground
An earth and sand shutter with a structure that opens and closes when the excavator moves forward and backward in the first sheath pipe ,
The leading portion of the first sheath pipe provided with the earth and sand shutter and
A connecting drain pipe inserted to the front of the earth and sand shutter,
Is characterized by being left behind.
本発明は上述のような課題を解決するためになされたものであり、その目的とするところは、排水用の横抗を布設するに際し、鞘管の内部を通して掘進機を発進立坑に引き戻すことで到達立坑の掘削は必要とせず、工期の短縮や工事費の削減につながり、地中に排水用の横抗を短期間で布設することができる横坑の形成方法を提供することにある。
また、本発明の他の目的は、土砂シャッターを備えた第１鞘管を横坑内へ残置しているので、土砂シャッターを閉にすることによって、掘進機を引き戻してからドレイン管を挿入するまでの間に鞘管内に土砂が流入することを防止できる横抗を提供することである。
The present invention has been made to solve the above-mentioned problems, and an object of the present invention is to pull the excavator back to the starting shaft through the inside of the sheath pipe when laying a horizontal sill for drainage. The purpose is to provide a method for forming a horizontal shaft that does not require excavation of the reaching shaft, leads to shortening of the construction period and reduction of construction cost, and can lay a horizontal shaft for drainage in the ground in a short period of time.
Another object of the present invention is to leave the first sheath pipe provided with the earth and sand shutter in the horizontal shaft. Therefore, by closing the earth and sand shutter, the excavator is pulled back and the drain pipe is inserted. It is to provide a lateral resistance that can prevent the inflow of earth and sand into the sheath pipe between the two.
（１）本発明の横抗の形成方法は、
発進立坑から到達目標地点へ向けて地中内に透水性のドレイン管を埋設する方法であって、
第１鞘管の先頭部２１ａ０に設けられた土砂シャッターを開とするように掘進機の頭を挿入して配置し、
単位鞘管を順次連結し推進して連結鞘管を形成し、
その後、
前記掘進機を発進立抗方向へ引き戻すとともに前記土砂シャッターを閉の状態にし、
次に、前記連結鞘管内に、
第１ドレイン管に単位ドレイン管を順次連結して、前記土砂シャッターの手前まで挿入し、
前記第１鞘管の先頭部を切り離して、
連結鞘管を発進立抗方向へ引き抜くとともに単位鞘管に分解し、
前記土砂シャッターを設けた先頭部及び連結ドレイン管を埋設することを特徴とする。
（２）本発明の横抗は、
地中に、
土砂シャッターと、
前記土砂シャッターを設けた第１鞘管の先頭部と、
前記土砂シャッターの手前まで挿入された連結ドレイン管と、
が残置されたことを特徴とする。
(1) The method for forming a lateral resistance of the present invention is
It is a method of burying a permeable drain pipe in the ground from the starting shaft to the target point.
The head of the excavator is inserted and arranged so as to open the earth and sand shutter provided at the leading portion 21a0 of the first sheath pipe.
The unit sheath tubes are sequentially connected and propelled to form a connected sheath tube,
afterwards,
The excavator is pulled back in the direction of starting and standing, and the earth and sand shutter is closed.
Next, in the connecting sheath tube,
The unit drain pipes are sequentially connected to the first drain pipe and inserted until just before the earth and sand shutter.
The leading portion of the first sheath tube is cut off,
Pull out the connecting sheath tube in the direction of starting and standing, and disassemble it into a unit sheath tube.
It is characterized in that a leading portion provided with the earth and sand shutter and a connecting drain pipe are embedded.
(2) The laterality of the present invention is
In the ground
Sediment shutter and
The leading portion of the first sheath pipe provided with the earth and sand shutter and
A connecting drain pipe inserted to the front of the earth and sand shutter,
Is characterized by being left behind.
本発明の横抗の形成方法は、鞘管の内部を通して掘進機を発進立坑に引き戻すことで回収でき、到達立坑の掘削は必要とせず、工期の短縮や工事費の削減につながるとともに、地中に排水用の横抗を短期間で布設することができる。
また、本発明の横坑は、土砂シャッターを備えた第１鞘管の先頭部を横坑内へ残置しているので、土砂シャッターを閉にすることによって、掘進機を引き戻してからドレイン管を挿入するまでの間に鞘管内に土砂が流入することを防止できる。
The method of forming the lateral tension of the present invention can be recovered by pulling the excavator back to the starting shaft through the inside of the sheath pipe, does not require excavation of the reaching shaft, leads to shortening of the construction period and reduction of the construction cost, and is underground. It is possible to lay a horizontal drainage pipe in a short period of time.
Further, in the horizontal shaft of the present invention, the leading portion of the first sheath pipe provided with the earth and sand shutter is left in the horizontal shaft. Therefore, by closing the earth and sand shutter, the excavator is pulled back and then the drain pipe is inserted. It is possible to prevent the inflow of earth and sand into the sheath pipe before this is done.
以下、図面を参照して、本発明の実施形態について説明する。 Hereinafter, embodiments of the present invention will be described with reference to the drawings.
図１に示すＳＴＥＰ１では、発進立坑11に油圧機構17を設置し、発進立坑11から到達目標地点12に向かって、掘進機17及び単位鞘管21aを推進する。
なお、本発明では、到達立坑は必要としない。
In STEP 1 shown in FIG. 1, a hydraulic mechanism 17 is installed in the starting shaft 11, and the excavator 17 and the unit sheath pipe 21a are propelled from the starting shaft 11 toward the reaching target point 12.
In the present invention, the reaching shaft is not required.
発進立坑11は、地盤の所定を垂直方向に、すなわち、地表側から地中縦方向に向けて掘削することにより形成されたものである。
到達目標地点12は、連結ドレイン管31を埋設するために掘削すべき位置である。
本発明では、到達立坑の形成は必要とはしないので、発進立坑11と到達目標地点12は、相対的な距離を介在した状態で対峙する。
この距離については適宜決定されるものであるが、例えば、通常１０ｍ〜５０ｍ程度を想定している。
発進立坑11内には、掘進機17や単位鞘管21aの推進、単位ドレイン管31aの挿入に用いる油圧機構17が配置されている。
掘進機15には、先頭に掘削カッター15aが付属している。
The starting shaft 11 is formed by excavating a predetermined portion of the ground in the vertical direction, that is, from the ground surface side to the underground vertical direction.
The destination point 12 is a position to be excavated to bury the connecting drain pipe 31.
In the present invention, the formation of the reaching shaft is not required, so that the starting shaft 11 and the reaching target point 12 face each other with a relative distance interposed therebetween.
This distance is appropriately determined, but for example, it is usually assumed to be about 10 m to 50 m.
In the starting shaft 11, a hydraulic mechanism 17 used for propulsion of the excavator 17 and the unit sheath pipe 21a and insertion of the unit drain pipe 31a is arranged.
The excavator 15 comes with an excavation cutter 15a at the beginning.
＜油圧機構17＞
油圧機構17は、発進立抗11内に配置され、単位鞘管21aや掘進機15を推進する装置である。
また、掘進機15や単位鞘管21aを発進立抗11に引き戻す際にも使用する装置である。
油圧機構17としては、例えば、油圧を利用した元押しジャッキなどが挙げられる。
油圧機構17は、掘進機15や単位鞘管21aの推進や引き戻し（鞘管の場合は引き抜き）に際し、
到達目標地点12に向けて往動（前進）や、元の位置まで復動（後退）ができるようになっている。
<Flood control mechanism 17>
The hydraulic mechanism 17 is a device that is arranged in the starting stand 11 and propels the unit sheath pipe 21a and the excavator 15.
It is also a device used to pull the excavator 15 and the unit sheath tube 21a back to the starting stand 11.
Examples of the hydraulic mechanism 17 include a main push jack using hydraulic pressure.
The hydraulic mechanism 17 is used for propulsion and pullback (pulling out in the case of a sheath pipe) of the excavator 15 and the unit sheath pipe 21a.
It is possible to move forward (forward) toward the target point 12 and to return (backward) to the original position.
＜掘進機＞
掘進機15は、その先頭に、地中の掘削するための掘削カッター15aを備えた装置である。
本発明に用いられる掘進機15は、連結鞘管21の中を進退できるように、その外径は、単位鞘管21aの内径よりも僅かに小さく形成されており、掘削カッター15aの外径を縮小させて単位鞘管21aの中に内挿し、掘進機15内に設けられたグリッパー15bによって第１鞘管21a1の内部に固定できるようになっている。
なお、掘進機15の掘削カッター15aは、掘削時には外刃を拡大し、非掘削時には外刃を収納して全体の外径を縮小でき、連結鞘管21の中を進退できるようになっている。
グリッパー15bとしては、例えば、外方へ向かって張り出す張出しジャッキなどが挙げられる。
<Digger>
The excavator 15 is a device equipped with an excavation cutter 15a for excavating underground at the head thereof.
The excavator 15 used in the present invention is formed so that its outer diameter is slightly smaller than the inner diameter of the unit sheath pipe 21a so that it can move forward and backward in the connecting sheath pipe 21, and the outer diameter of the excavation cutter 15a is adjusted. It is reduced and inserted into the unit sheath tube 21a, and can be fixed inside the first sheath tube 21a1 by the gripper 15b provided in the excavator 15.
The excavation cutter 15a of the excavator 15 can expand the outer blade during excavation, store the outer blade during non-excavation to reduce the overall outer diameter, and can advance and retreat in the connecting sheath pipe 21. ..
Examples of the gripper 15b include an overhanging jack that projects outward.
＜鞘管＞
次に、鞘管について説明する。
連結鞘管21は、所定の長さの単位鞘管21aが連結された長尺状の管形状構造を有している。
一般に、連結鞘管21の布設長さは油圧機構17のストロークよりも長く、油圧機構17のストロークに応じた長さを有する複数の単位鞘管21aを連結させて布設する。
単位鞘管21aの先端及び後端外周面には、互いに連結するための雌ネジ・雄ネジが設けられており、複数の単位鞘管21aを、雌雄一対のネジで長手方向に連結することにより長尺の連結鞘管21を形成する。
なお、実施形態では、掘進機15が挿入された先頭の単位鞘管21aを第１鞘管21a1という。
単位鞘管21ａの構成材料としては、所定の推進荷重にたえることのできる機械的強度を有する材質のものであればよく、例えば、鋼管などの金属管が挙げられる。
<Sheath tube>
Next, the sheath tube will be described.
The connecting sheath tube 21 has a long tube-shaped structure in which a unit sheath tube 21a having a predetermined length is connected.
Generally, the laying length of the connecting sheath pipe 21 is longer than the stroke of the hydraulic mechanism 17, and a plurality of unit sheath pipes 21a having a length corresponding to the stroke of the hydraulic mechanism 17 are connected and laid.
Female and male threads for connecting to each other are provided on the outer peripheral surfaces of the front end and the rear end of the unit sheath tube 21a, and by connecting a plurality of unit sheath tubes 21a in the longitudinal direction with a pair of male and female screws. It forms a long connecting sheath tube 21.
In the embodiment, the leading unit sheath tube 21a into which the excavator 15 is inserted is referred to as a first sheath tube 21a1.
The constituent material of the unit sheath tube 21a may be any material having mechanical strength capable of withstanding a predetermined propulsion load, and examples thereof include a metal tube such as a steel pipe.
つぎに、本実施形態の横坑の形成方法の工程を説明する。
図１のＳＴＥＰ１に示すように、まずは、油圧機構17を使用して掘進機15を第１鞘管21a1に挿入して地中掘削稼働状態とする。
つぎに、油圧機構17を往動させて、第１鞘管21a1を、発進立坑11の前壁側から到達目標地点12に向けて、第１回目の、掘進機15による掘削と第１鞘管21a1の地中推進作業を開始する。
Next, the process of the method of forming the horizontal shaft of the present embodiment will be described.
As shown in STEP 1 of FIG. 1, first, the excavator 15 is inserted into the first sheath pipe 21a1 by using the hydraulic mechanism 17, and the underground excavation operation state is set.
Next, the hydraulic mechanism 17 is moved forward to move the first sheath pipe 21a1 from the front wall side of the starting shaft 11 toward the reaching target point 12, and the first excavation by the excavator 15 and the first sheath pipe. 21a1 underground propulsion work begins.
油圧機構17の推進ジャッキが往動ストローク終端に至ったとき、油圧機構17を一時停止させ、第１鞘管21a1の推進を停止させるとともに、掘進機15の地中掘削を一時停止させて、往動ストローク分に応じた１回目の掘削及び推進作業を終える。
次に、油圧機構17の後端部に連結した第１鞘管21a1を切り離し、油圧機構17の推進ジャッキを復動させ元の位置へと復帰させる。
続いて、第１鞘管21a1の後端部に、次の単位鞘管である第２鞘管21a2を連結し、再び、掘進機15及び油圧機構17を運転状態とするとともに、油圧機構17を往動させて、２回目の、掘削及び推進作業を開始する。
When the propulsion jack of the hydraulic mechanism 17 reaches the end of the forward stroke, the hydraulic mechanism 17 is temporarily stopped, the propulsion of the first sheath pipe 21a1 is stopped, and the underground excavation of the excavator 15 is temporarily stopped. Finish the first excavation and propulsion work according to the dynamic stroke.
Next, the first sheath pipe 21a1 connected to the rear end of the hydraulic mechanism 17 is disconnected, and the propulsion jack of the hydraulic mechanism 17 is relocated to return to the original position.
Subsequently, the second sheath pipe 21a2, which is the next unit sheath pipe, is connected to the rear end portion of the first sheath pipe 21a1, the excavator 15 and the hydraulic mechanism 17 are put into operation again, and the hydraulic mechanism 17 is put into operation. Move forward to start the second excavation and propulsion work.
＜土砂シャッター＞
図２は、第１鞘管21a1内での掘進機15の前進・後退によって、土砂シャッター40が開閉される態様を示す斜視図である。
図３は、掘進機15の前進・後退による、第１鞘管21a1の先頭部21a0内に設けられた土砂シャッター40の開閉状態を示す概略図であり、
（ａ）は土砂シャッター40が開の状態を示す側面断面図であり、
（ｂ）は土砂シャッター40の閉の状態を示す側面断面図である。
図４（ａ）は土砂シャッター40が開の状態を示す先頭部21a0を正面から見た正面図であり、
（ｂ）は土砂シャッター40の開閉の様子を示す側面断面図であり、
（ｃ）は土砂シャッター40の開の状態を示す平面図である。
図示するように、第１鞘管21a1の先頭（到達目標地点方向）に設けられた先頭部21a0の天井部分には、土砂シャッター40の後部が回動自在に丁番41で留められており、土砂シャッター40の前部が自重で降下することによって第１鞘管21a1を閉塞できるようになっている。
前述した、掘進機15を第１鞘管21a1に挿入する際には、土砂シャッター40を押して開の状態にして、稼働状態時には、掘削カッター15aを第１鞘管21a1の前部から露出させ、地中での掘削作業を行えるようにする。
つぎに、掘進機15を第１鞘管21a1から引き戻す（後退させる）と、土砂シャッター40は自重で前部が降下して閉の状態となり、掘進機15を引き戻してからドレイン管を挿入するまでの間に連結鞘管21内へ土砂が流入することを防止できる。
なお、土砂シャッター40は、図示するような形態以外のものでもよい。
例えば、遠隔操作で開閉を制御できるようにしてもよい。
<Earth and sand shutter>
FIG. 2 is a perspective view showing a mode in which the earth and sand shutter 40 is opened and closed by moving forward and backward of the excavator 15 in the first sheath pipe 21a1.
FIG. 3 is a schematic view showing an open / closed state of the earth and sand shutter 40 provided in the leading portion 21a0 of the first sheath pipe 21a1 due to the forward / backward movement of the excavator 15.
(A) is a side sectional view showing a state in which the earth and sand shutter 40 is open.
(B) is a side sectional view showing a closed state of the earth and sand shutter 40.
FIG. 4A is a front view of the front portion 21a0 showing the state in which the earth and sand shutter 40 is open, as viewed from the front.
(B) is a side sectional view showing the opening and closing of the earth and sand shutter 40.
(C) is a plan view showing an open state of the earth and sand shutter 40.
As shown in the figure, the rear part of the earth and sand shutter 40 is rotatably fastened with a hinge 41 to the ceiling part of the head portion 21a0 provided at the head of the first sheath pipe 21a1 (toward the arrival target point). The first sheath tube 21a1 can be blocked by the front part of the earth and sand shutter 40 descending by its own weight.
When the excavator 15 is inserted into the first sheath pipe 21a1, the earth and sand shutter 40 is pressed to open the excavator 15 and the excavation cutter 15a is exposed from the front part of the first sheath pipe 21a1 during the operating state. Allows excavation work in the ground.
Next, when the excavator 15 is pulled back (retracted) from the first sheath pipe 21a1, the front part of the earth and sand shutter 40 is lowered by its own weight to be in a closed state, and after the excavator 15 is pulled back until the drain pipe is inserted. It is possible to prevent earth and sand from flowing into the connecting sheath pipe 21 between the two.
The earth and sand shutter 40 may have a form other than that shown in the figure.
For example, opening and closing may be controlled by remote control.
図５のＳＴＥＰ２に示すように、掘進機15による地中掘削作業を行いつつ、単位鞘管21aを順次連結する上記の工程を繰り返して、第1鞘管21a1を到達目標地点12まで推進して、発進立坑11から到達目標地点12に至る連結鞘管21の布設を完成させる。 As shown in STEP 2 of FIG. 5, while performing the underground excavation work by the excavator 15, the above steps of sequentially connecting the unit sheath pipes 21a are repeated to propel the first sheath pipe 21a1 to the reaching target point 12. , Complete the laying of the connecting sheath pipe 21 from the starting shaft 11 to the target point 12.
図６に示すＳＴＥＰ３では、第１鞘管21a1の内側に張り出しているグリッパー15bを収納して、掘進機15と第1鞘管21a1との固定を解くとともに、掘削カッター15aのカッター刃を鞘管の内径に収まるように縮小させて、掘進機15を発進立坑11方向に引き戻す。 In STEP 3 shown in FIG. 6, the gripper 15b protruding inside the first sheath pipe 21a1 is housed to release the fixation between the excavator 15 and the first sheath pipe 21a1, and the cutter blade of the excavation cutter 15a is used as the sheath pipe. The excavator 15 is pulled back toward the starting shaft 11 by reducing it so that it fits within the inner diameter of the shaft.
この掘進機15の引き戻しは、以下のようにする。
すなわち、掘進機15の後端には、掘削時に、泥水をプラント（図示せず）から送ったり戻したりする送排泥管（図示せず）が連結され発進立孔11までつがっている。
掘進機15の後端に連結された送排泥管を油圧機構17に連結して、推進時と反対の力を掛けて発進立坑11まで引き戻す。
なお、この送排泥管も、単位鞘管と同じように単位の送排泥管を連結・切離しを繰り返して、掘進機15の進退を操作する。
The pullback of this excavator 15 is as follows.
That is, at the rear end of the excavator 15, a mud transfer pipe (not shown) for sending and returning muddy water from the plant (not shown) at the time of excavation is connected and connected to the starting hole 11.
The mud transmission / drainage pipe connected to the rear end of the excavator 15 is connected to the hydraulic mechanism 17, and the force opposite to that at the time of propulsion is applied to pull it back to the starting shaft 11.
In addition, this mud sending / discharging pipe also repeatedly connects and disconnects the mud sending / draining pipe of the unit in the same manner as the unit sheath pipe, and operates the advance / retreat of the excavator 15.
つぎに、掘進機15を第１鞘管21a1から引き戻して土砂シャッター40を閉じる。
すなわち、掘進機15を引き戻すと、開の状態にされていた土砂シャッター40が丁番を支点として回動して前部が自重で下がり、第１鞘管21a1の到達目標地点12側を閉鎖する。
なお、土砂シャッター40を閉鎖する前に、掘進機15の引き戻し時に土砂の第１鞘管21a1内への流入を防止するため、第１鞘管21a1の前方に地盤硬化用の薬剤注入を施すことも好ましい。
この薬剤注入は、現場の状況に応じて適宜な方法が採用される。
Next, the excavator 15 is pulled back from the first sheath pipe 21a1 to close the earth and sand shutter 40.
That is, when the excavator 15 is pulled back, the earth and sand shutter 40 that has been opened rotates around the hinge as a fulcrum, the front part is lowered by its own weight, and the arrival target point 12 side of the first sheath pipe 21a1 is closed. ..
Before closing the earth and sand shutter 40, in order to prevent the inflow of earth and sand into the first sheath pipe 21a1 when the excavator 15 is pulled back, a chemical for ground hardening is injected in front of the first sheath pipe 21a1. Is also preferable.
An appropriate method is adopted for this drug injection depending on the situation at the site.
＜掘進機の地上回収＞
図７のＳＴＥＰ４に示すように、発進立坑11まで引き戻した掘進機15を、地上に回収する。
<Ground recovery of excavator>
As shown in STEP 4 of FIG. 7, the excavator 15 pulled back to the starting shaft 11 is collected on the ground.
＜ドレイン管の挿入＞
つぎに、図８のＳＴＥＰ５に示すように、布設を完了した連結鞘管21内に、多数の孔が壁面に設けられた単位ドレイン管31aを連結しながら挿入する。
単位ドレイン管31aは、地中に布設される所定長の連結ドレイン管31を、発進立坑11から挿入できる長さに分割したしたものである。
単位ドレイン管31の連結には、例えば、単位ドレイン管同士の接続端面相互が突き合わされて当該両管が一直線状となるように保持するための接続外管などを用いることができる（図示せず）。
ドレイン管としては、例えば、ポリプロピレンのような熱可塑性樹脂で形成された円形網状構造の透水性管や、周囲に多数の孔を有するストレーナー状の管、鋼製の網をパイプ状に形成した網パイプ等が挙げられる。
単位ドレイン管31aの挿入は、前述した単位鞘管の推進と略同様にして実施する。
すなわち、第１ドレイン管31a1の後端を油圧機構17に当接し、複数個の単位ドレイン管31aを長手方向に順次連結しながら連結鞘管21内に挿入する、という工程を繰り返して、連結鞘管21内への連結ドレイン管31の挿入を完成させる。
なお、ドレイン管の挿入にあたっては、その先端が土砂シャッター40に当接しないように、あらかじめ挿入長さを決めておき、その直前で停止させるようにする。
このようにして、発進立坑11から到達目標地点12に至る連結ドレイン管31の布設が完了する。
<Insert drain pipe>
Next, as shown in STEP 5 of FIG. 8, the unit drain pipe 31a having a large number of holes provided on the wall surface is inserted into the connecting sheath pipe 21 which has been laid while being connected.
The unit drain pipe 31a is obtained by dividing a connecting drain pipe 31 having a predetermined length laid in the ground into a length that can be inserted from the starting shaft 11.
For the connection of the unit drain pipes 31, for example, a connecting outer pipe for holding the connecting end faces of the unit drain pipes so as to be in a straight line by abutting each other can be used (not shown). ).
Examples of the drain pipe include a water-permeable pipe having a circular net structure made of a thermoplastic resin such as polypropylene, a strainer-like pipe having a large number of holes around it, and a pipe-shaped net made of steel. Examples include pipes.
The insertion of the unit drain pipe 31a is carried out in substantially the same manner as the propulsion of the unit sheath pipe described above.
That is, the rear end of the first drain pipe 31a1 is brought into contact with the hydraulic mechanism 17, and a plurality of unit drain pipes 31a are sequentially connected in the longitudinal direction and inserted into the connecting sheath pipe 21 by repeating the process of connecting the connecting sheath. Complete the insertion of the connecting drain pipe 31 into the pipe 21.
When inserting the drain pipe, the insertion length is determined in advance so that the tip of the drain pipe does not come into contact with the earth and sand shutter 40, and the drain pipe is stopped immediately before that.
In this way, the laying of the connecting drain pipe 31 from the starting shaft 11 to the reaching target point 12 is completed.
＜止水キャップの取り付け＞
図９のＳＴＥＰ６に示すように、連結ドレイン管31の後端に泥水の流入を止める止水キャップ32を取り付ける。この詳細を図１０に示す。
<Installation of water stop cap>
As shown in STEP 6 of FIG. 9, a water stop cap 32 for stopping the inflow of muddy water is attached to the rear end of the connecting drain pipe 31. The details are shown in FIG.
＜鞘管の引き抜き＞
図１１のＳＴＥＰ７に示すように、油圧機構17を用いて連結鞘管21を発進立坑11方向に順次引き抜く。
連結鞘管21を引く抜く場合は、最後尾の単位鞘管21aの後端と油圧機構17とをつないで、油圧機構17の力で引く抜くようにする。
まずは、油圧機構17を、最後尾の単位鞘管21aへ所定のストローク分往動させ、最後尾の単位鞘管21aと油圧機構17とを連結し、油圧機構17を復動（復帰）させる。
連結鞘管21は、油圧機構17の復動ストローク分だけ発進立坑11方向へ引き抜かれ、連結鞘管21から切り離されて単位鞘管21aに分解される。
上記操作を繰り返すことで、連結鞘管21を単位鞘管21a として順次回収する。
なお、図１１（ｂ）に示すように、連結鞘管21の引き抜きにあたっては、プッシュロッド15dを止水キャップ32に押し当て、連結ドレイン管31が共下がりしないようにするとともに、連結鞘管21内部に注水して連結鞘管21内を満水にした後、油圧機構17を作動させて、連結鞘管21を発進立孔11に順次引き抜くことが好ましい。
これにより、連結鞘管21と連結ドレイン管31との隙間に泥水が流入することを防止することができる。
<Pulling out the sheath tube>
As shown in STEP 7 of FIG. 11, the connecting sheath pipe 21 is sequentially pulled out in the direction of the starting shaft 11 by using the hydraulic mechanism 17.
When pulling out the connecting sheath pipe 21, the rear end of the rearmost unit sheath pipe 21a and the hydraulic mechanism 17 are connected, and the connecting sheath pipe 21 is pulled out by the force of the hydraulic mechanism 17.
First, the hydraulic mechanism 17 is moved forward to the rearmost unit sheath pipe 21a by a predetermined stroke, the rearmost unit sheath pipe 21a and the hydraulic mechanism 17 are connected, and the hydraulic mechanism 17 is reactivated (returned).
The connecting sheath pipe 21 is pulled out in the direction of the starting shaft 11 by the return stroke of the hydraulic mechanism 17, is separated from the connecting sheath pipe 21, and is disassembled into the unit sheath pipe 21a.
By repeating the above operation, the connecting sheath tube 21 is sequentially collected as the unit sheath tube 21a.
As shown in FIG. 11B, when pulling out the connecting sheath pipe 21, the push rod 15d is pressed against the water stop cap 32 to prevent the connecting drain pipe 31 from lowering together, and the connecting sheath pipe 21 It is preferable to inject water into the inside to fill the inside of the connecting sheath pipe 21 and then operate the hydraulic mechanism 17 to sequentially pull out the connecting sheath pipe 21 into the starting standing hole 11.
As a result, it is possible to prevent muddy water from flowing into the gap between the connecting sheath pipe 21 and the connecting drain pipe 31.
なお、連結鞘管21の引き抜きにあたっては、土砂シャッター40が設けられている第１鞘管21a1の先頭部21a0を切り離して、先頭部21a0のみを残置するようにする。
第１鞘管21a1の先頭部21a0は、ねじ止めではなく、第１鞘管21a1の先頭（切離し線22の前方向）に差し込むだけの連結であるため、連結鞘管21の引き抜きにあたって、切離し線22で連結鞘管21から容易に切り離される。
When pulling out the connecting sheath pipe 21, the head portion 21a0 of the first sheath pipe 21a1 provided with the earth and sand shutter 40 is separated, and only the head portion 21a0 is left.
Since the leading portion 21a0 of the first sheath tube 21a1 is not screwed but simply inserted into the leading end of the first sheath tube 21a1 (in the front direction of the separation line 22), the disconnection line is used when pulling out the connecting sheath tube 21. At 22, it is easily disconnected from the connecting sheath tube 21.
＜横抗13の完成＞
図１２のＳＴＥＰ８に示すように、切離し線22で先頭部21a0を切り離して地中に残置した状態で連結鞘管21を引き抜き、残置した先頭部21a0内に連結ドレイン管31の先端を挿入して横坑13とする。
このようにして、発進立坑11を始点として、到達目標地点12に向けて地中内をトンネル状に形成された横抗13を完成させる。
<Completion of sideways 13>
As shown in STEP 8 of FIG. 12, the connecting sheath pipe 21 is pulled out with the leading portion 21a0 separated at the separation line 22 and left in the ground, and the tip of the connecting drain pipe 31 is inserted into the remaining leading portion 21a0. It is a horizontal shaft 13.
In this way, the lateral resistance 13 formed in a tunnel shape in the ground is completed from the starting shaft 11 as the starting point toward the reaching target point 12.
図１３は、掘進機15を引き戻し、土砂シャッター40を閉にした先頭部21a0及び連結ドレイン管31を残置して、地中に横坑13を完成した状態を示す平面図である。
つぎに、人孔（マンホール）と接続する空伏管を布設後に、最後尾の単位鞘管21aの後端部に取り付けてあった止水キャップ32を取り外し、排水を開始する。
上記のようにして、一方の端部を発進立抗11に開口させた排水用の連結ドレイン管31を布設して、地盤に含まれた水を横抗13から発進立抗11に集めるとともに、発進立抗11に揚水ポンプ（図示せず）を設置して排水することで、地下水位の調整や地盤の改良を行うことができる。
FIG. 13 is a plan view showing a state in which the horizontal pit 13 is completed in the ground by pulling back the excavator 15 and leaving the leading portion 21a0 and the connecting drain pipe 31 with the earth and sand shutter 40 closed.
Next, after laying an empty pipe to be connected to the manhole, the water stop cap 32 attached to the rear end of the rearmost unit sheath pipe 21a is removed, and drainage is started.
As described above, a connecting drain pipe 31 for drainage having one end opened to the starting stand 11 is laid, and water contained in the ground is collected from the lateral resistance 13 to the starting resistance 11 and at the same time. By installing a pump (not shown) on the starting stand 11 to drain water, it is possible to adjust the groundwater level and improve the ground.
なお、発進立抗11を中心として放射状に複数の横抗13を布設することによって、広い範囲の地盤から地下水を排水することもできる。
発進立抗11を基点とする各横抗13は同一レベルの深さ方向で布設することもでき、また夫々異なるレベルで布設することもできる。
It is also possible to drain groundwater from a wide range of ground by laying a plurality of lateral resistances 13 radially around the starting resistance 11.
Each lateral resistance 13 starting from the starting resistance 11 can be laid at the same level of depth, or can be laid at different levels.
本発明のドレイン管埋設方法及び横坑は、地震の際、沿岸部や埋立地などで発生する液状化現象の抑制や、降雨による地すべりが発生しやすい地域での地すべり抑制対策として適用することができ、その利用可能性はきわめて高い。 The drain pipe burying method and the horizontal shaft of the present invention can be applied as measures for suppressing liquefaction that occurs in coastal areas and reclaimed land in the event of an earthquake, and for suppressing landslides in areas where landslides are likely to occur due to rainfall. Yes, its availability is extremely high.
11 発進立坑
12 到達目標地点
13 横抗
15 掘進機
15a 掘削カッター
15b グリッパー
15d プッシュロッド
17 油圧機構
21 連結鞘管
21a 単位鞘管
21a0 第１鞘管の先頭部
21a1 第１鞘管
21a2 第２鞘管
22 切離し線
31 ドレイン管
31a 単位ドレイン管
31a1 第１ドレイン管
32 止水キャップ
40 土砂シャッター
41 丁番
11 Starting shaft
12 Goal point
13 Sideways
15 digger
15a excavation cutter
15b gripper
15d push rod
17 Hydraulic mechanism
21 Connecting sheath tube
21a unit sheath tube
21a0 Head of first sheath tube
21a1 1st sheath tube
21a2 2nd sheath tube
22 Separation line
31 Drain pipe
31a unit drain pipe
31a1 1st drain pipe
32 Water stop cap
40 earth and sand shutter
41 hinge
Claims (2)
第１鞘管の先頭部に設けられた土砂シャッターを開とするように掘進機の頭を挿入して配置し、
単位鞘管を順次連結し推進して連結鞘管を形成し、
その後、
前記掘進機を発進立抗方向へ引き戻すとともに前記土砂シャッターを閉の状態にし、
次に、前記連結鞘管内に、
第１ドレイン管に単位ドレイン管を順次連結して、前記土砂シャッターの手前まで挿入し、
前記第１鞘管の先頭部を切り離して、
連結鞘管を発進立抗方向へ引き抜くとともに単位鞘管に分解し、
前記土砂シャッターを設けた先頭部及び連結ドレイン管を埋設することを特徴とする横抗
の形成方法。 It is a method of burying a permeable drain pipe in the ground from the starting shaft to the target point.
The head of the excavator is inserted and placed so as to open the earth and sand shutter provided at the head of the first sheath pipe.
The unit sheath tubes are sequentially connected and propelled to form a connected sheath tube,
afterwards,
The excavator is pulled back in the direction of starting and standing, and the earth and sand shutter is closed.
Next, in the connecting sheath tube,
The unit drain pipes are sequentially connected to the first drain pipe and inserted until just before the earth and sand shutter.
The leading portion of the first sheath tube is cut off,
Pull out the connecting sheath tube in the direction of starting and standing, and disassemble it into a unit sheath tube.
A method for forming a lateral resistance, which comprises burying a head portion provided with an earth and sand shutter and a connecting drain pipe.
第１鞘管内での掘進機の前進・後退によって開閉される構造を有する土砂シャッターと、
前記土砂シャッターを設けた第１鞘管の先頭部と、
前記土砂シャッターの手前まで挿入された連結ドレイン管と、
が残置されたことを特徴とする横坑。 In the ground
An earth and sand shutter with a structure that opens and closes when the excavator moves forward and backward in the first sheath pipe ,
The leading portion of the first sheath pipe provided with the earth and sand shutter and
A connecting drain pipe inserted to the front of the earth and sand shutter,
A side pit characterized by being left behind.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2020125149A JP6831147B1 (en) | 2020-07-22 | 2020-07-22 | Method of forming lateral resistance and lateral resistance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2020125149A JP6831147B1 (en) | 2020-07-22 | 2020-07-22 | Method of forming lateral resistance and lateral resistance |
Publications (2)
| Publication Number | Publication Date |
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| JP6831147B1 true JP6831147B1 (en) | 2021-02-17 |
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