JP2011006961A - Method of installing pipe into natural ground - Google Patents

Method of installing pipe into natural ground Download PDF

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JP2011006961A
JP2011006961A JP2009152602A JP2009152602A JP2011006961A JP 2011006961 A JP2011006961 A JP 2011006961A JP 2009152602 A JP2009152602 A JP 2009152602A JP 2009152602 A JP2009152602 A JP 2009152602A JP 2011006961 A JP2011006961 A JP 2011006961A
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pipe
tube
natural ground
ground
rod
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JP5384223B2 (en
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Moriya Hara
守哉 原
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Kumagai Gumi Co Ltd
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Kumagai Gumi Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a method of installing a pipe in the natural ground capable of installing easily the long pipe into the natural ground without connecting a plurality of pipes by using the easily handleable pipe capable of changing the full length of the pipe before being fed into the natural ground and after being fed into the natural ground.SOLUTION: The method of installing the pipe in the natural ground 50 is constituted to install the pipe with a through-hole penetrated through an inner circumferential face and an outer circumferential face from a tunnel cavity 70 into the natural ground 50, and to reinforce the natural ground 50 by injecting a soil improvement material into the natural ground through the through-hole when reinforcing the natural ground 50, and uses a plurality of pipe bodies 1 provided with concentric outer pipes 12 and inner pipes 11 as the pipe, and the plurality of pipe bodies 1 as the pipe having the full lengths longer than the full length of the outer pipe 12 or the full length of the inner pipe 11 is installed in the natural ground 50 by advancing further only one of the outer pipe 12 and the inner pipe 11 after feeding the plurality of pipe bodies 1 into the natural ground 50.

Description

本発明は、地山内に長尺な管を容易に設置可能な地山への管の設置方法に関する。   The present invention relates to a method of installing a pipe on a natural ground where a long pipe can be easily installed in the natural ground.

一般に、軟弱な地盤にトンネルを掘進する際には、トンネル掘削に先立って切羽前方の地山を補強する。このように地山を補強する地山補強方法の一例としては注入式長尺先受工法がある。この工法は、図６（ａ）に示すように、切羽７１前方の地山５０に、トンネル掘削に一般に使用されるドリル等の掘削機６０を用い、支保工５１の背面から５度程度の仰角を付けて複数の鋼製の管５２を接続しながら打ち込み、この管５２内に図示しない注入管を挿入して地山５０内に注入剤を注入し、地山５０を補強する工法であり、図６（ｂ）に示すように、複数の管５２を接続した長尺管５３を、切羽天端部に沿って必要な補強の範囲に設置した後、長尺管５３内に充填材を充填して補強する。図６（ｂ）に示した上記切羽天端部に沿って必要な補強の範囲を切羽の中心から見た場合の角度範囲は改良範囲θと呼ばれ、当該改良範囲θはほぼ１２０度である。
長尺管５３を設置する際には、例えば、図７（ａ）に示すように、先端部に削孔手段としてビット１３ａを備えたロッド１３を管５２内に挿入し、このロッド１３の他端側を掘削機６０のガイドセル６２に搭載された削岩機６１に接続し、削岩機６１からロッド１３を介してビット１３ａに伝達される回転力及び打撃力によりビット１３ａが地山５０を削孔しながら管５２を地山５０内へ挿入する。このとき、３ｍ程度の長さの管５２を順次継ぎ足して長尺管５３を設置する。また、支保工５１を延長して構築するためには、管５２の支保工５１から下の部分を撤去する必要があることから、撤去作業を容易にするため、図７（ｂ）に示すように、長尺管５３の最後端部の管５４を、管５２に代えて、塩化ビニル管などの破砕し易い樹脂製の管としている（例えば、特許文献１，２参照）。
上述した注入式長尺先受工法では、複数本の管５２を継ぎ足して長尺管５３としているため、所望の設置角度が得られないなど、長尺管５３を精度良く地山５０に設置することが困難であるだけでなく、管５２，５２の接続作業に時間と手間がかかるので、作業効率が悪いといった問題があった。そこで、予め９ｍ程度の長尺管５３を準備し、これを地山５０内に挿入することも考えられるが、この場合には、長尺管５３を地山５０に設置するためにストロークの大きな大型の掘削機を準備する必要がある。しかしながら、大型の掘削機は装置が高価で、装備に時間や手間がかかるだけでなく、大型の削岩機を用いて、トンネル空洞部７０の横断面となる切羽天端部に沿って長尺管５３を多数打設することは、トンネル空洞部７０の径がかなり大きな場合を除いては現実的には困難である。
そこで、大型の掘削機を用いることなく、長尺管５３を地山５０に精度良く設置できるようにするため、本出願人により、トンネル空洞部７０の切羽７１とトンネル空洞部７０の内壁面７６との境界付近の切羽７１からトンネル掘削方向に向けて斜め前方にガイド管を設置した後に、ガイド管よりも長尺でかつ径の小さい鋼製の長尺管５３をガイド管内経由で地山５０に設置し、ガイド管の内部及び長尺管５３の内部からガイド管及び長尺管５３の周囲の地山５０に注入剤を注入してガイド管及び長尺管５３の周囲の地山５０を補強する長尺先受工法が提案されている（例えば、特許文献３参照）。 In general, when a tunnel is dug into a soft ground, the ground in front of the face is reinforced prior to tunnel excavation. As an example of the natural ground reinforcement method for reinforcing the natural ground in this way, there is an injection type long tip receiving method. As shown in FIG. 6 (a), this method uses an excavator 60 such as a drill generally used for tunnel excavation in a natural ground 50 in front of the face 71, and an elevation angle of about 5 degrees from the back of the support 51. And a plurality of steel pipes 52 are driven while being connected, an injection pipe (not shown) is inserted into the pipe 52 to inject an injecting agent into the natural ground 50, and the natural ground 50 is reinforced. As shown in FIG. 6 (b), a long tube 53 connected to a plurality of tubes 52 is installed in a range of necessary reinforcement along the top edge of the face, and then the long tube 53 is filled with a filler. And reinforce. The angle range when the necessary range of reinforcement along the top edge of the face shown in FIG. 6B is viewed from the center of the face is called an improved range θ, and the improved range θ is approximately 120 degrees. .
When installing the long tube 53, for example, as shown in FIG. 7A, a rod 13 having a bit 13a as a drilling means is inserted into the tube 52 as shown in FIG. The end 13 is connected to a rock drill 61 mounted on the guide cell 62 of the excavator 60, and the bit 13 a is connected to the ground 50 by the rotational force and striking force transmitted from the rock drill 61 to the bit 13 a via the rod 13. The tube 52 is inserted into the natural ground 50 while drilling. At this time, a long pipe 53 is installed by sequentially adding pipes 52 having a length of about 3 m. Further, in order to extend and construct the support work 51, it is necessary to remove the lower part of the pipe 52 from the support work 51. Therefore, in order to facilitate the removal work, as shown in FIG. In addition, the tube 54 at the rearmost end of the long tube 53 is made of a resin tube such as a vinyl chloride tube that can be easily crushed instead of the tube 52 (see, for example, Patent Documents 1 and 2).
In the above-described injection-type long tip receiving method, a plurality of pipes 52 are added to form a long pipe 53, so that a desired installation angle cannot be obtained. This is not only difficult, but it takes time and labor to connect the pipes 52 and 52, so that there is a problem that work efficiency is poor. Therefore, it is conceivable to prepare a long pipe 53 of about 9 m in advance and insert it into the natural ground 50. In this case, in order to install the long pipe 53 in the natural ground 50, the stroke is large. It is necessary to prepare a large excavator. However, a large excavator is expensive and not only takes time and effort to equip, but also using a large rock drill, the long excavator is long along the top edge of the face that forms the cross section of the tunnel cavity 70. It is practically difficult to place a large number of tubes 53 except when the diameter of the tunnel cavity 70 is considerably large.
Therefore, in order to enable the long pipe 53 to be accurately installed in the natural ground 50 without using a large excavator, the applicant of the present invention has made the face 71 of the tunnel cavity 70 and the inner wall surface 76 of the tunnel cavity 70. After the guide pipe is installed obliquely forward from the face 71 near the boundary to the tunnel excavation direction, a steel long pipe 53 that is longer than the guide pipe and has a smaller diameter is connected to the ground 50 through the guide pipe. The injection agent is injected from the inside of the guide tube and the long tube 53 into the natural ground 50 around the guide tube and the long tube 53, so that the natural ground 50 around the guide tube and the long tube 53 is removed. A long tip receiving method for reinforcement has been proposed (see, for example, Patent Document 3).

特開２０００−１８６４９０号公報JP 2000-186490 A 特開２００３−１５５８８８号公報JP 2003-155888 A 特開２００６−１７６９８８号公報JP 2006-176888 A

しかしながら、特許文献３の発明においては、全長の長い長尺管５３を用いるので管を扱い難いという問題点があった。
本発明は、上記問題点に鑑みてなされたもので、地山内に送り込む前と地山内に送り込んだ後において管の全長を変えることが可能な扱い易い管を用いることによって、複数の管を接続することなく、地山内に長尺な管を容易に設置可能な地山への管の設置方法を提供するものである。 However, the invention of Patent Document 3 has a problem that it is difficult to handle the tube because the long tube 53 having a long total length is used.
The present invention has been made in view of the above problems, and connects a plurality of pipes by using an easy-to-handle pipe that can change the total length of the pipe before and after being fed into the natural ground. Therefore, it is intended to provide a method for installing a pipe on a natural ground where a long pipe can be easily installed within the natural ground.

本発明は、内周面と外周面とに貫通する貫通孔を備えた管をトンネル空洞部から地山内に設置し、地盤改良材を貫通孔経由で地山に注入することによって地山を補強する場合における地山への管の設置方法において、管として中心を同じとするように配置された外管と内管とを備えた複数管体を用い、複数管体を地山内に送り込んだ後に、外管及び内管のうちの一方のみをさらに進行させることによって外管の全長あるいは内管の全長よりも長い全長に形成された管としての複数管体を地山に設置したので、地山内に長尺な管を容易に設置できる。
地山内に送り込んだ複数管体の外管及び内管のうちの進行させない他方を地山に固定した後に、外管及び内管のうちの一方のみをさらに進行させたので、外管と内管とが共に進行するのを防止できて、一方のみを確実に進行させることができる。
全長の長さが同じ外管及び内管を用いたので、外管の端部と内管の端部とが揃った状態、即ち、複数の管が全長に渡って重合（ラップ）する完全多重管である伸長前状態における複数管体の全長と、外管及び内管のうちの一方のみを予定分だけ進行させ切った状態の伸長後状態における複数管体の全長との長さの差を大きくできるので、伸長前状態における複数管体の取扱いが容易となるとともに、伸長前状態における複数管体の全長の２倍弱程度の長さの長尺な管を地山に設置できるようになる。 The present invention reinforces the natural ground by installing a pipe with a through hole penetrating the inner peripheral surface and the outer peripheral surface into the natural ground from the tunnel cavity and injecting the ground improvement material into the natural ground via the through hole. In the method of installing the pipe to the natural ground in the case of using a plurality of pipes having an outer pipe and an inner pipe arranged so as to have the same center as the pipe, after feeding the multiple pipes into the natural ground Since a plurality of pipes are installed in the natural ground as a tube formed by further progressing only one of the outer pipe and the inner pipe, and the entire length of the outer pipe or the entire length of the inner pipe is longer than the inner pipe. Easily install long tubes.
After fixing the other of the outer and inner pipes of the multiple pipes fed into the ground to the ground, only one of the outer and inner pipes was further advanced, so the outer pipe and the inner pipe Can be prevented from proceeding together, and only one of them can be reliably advanced.
Since the outer tube and the inner tube having the same total length are used, the end of the outer tube and the end of the inner tube are aligned, that is, a plurality of tubes are overlapped (wrapped) over the entire length. The difference in length between the total length of the multiple tubes in the pre-extension state, which is a tube, and the total length of the multiple tubes in the post-extension state in which only one of the outer tube and the inner tube is advanced by a predetermined amount Since it can be enlarged, it becomes easy to handle a plurality of tubes in a state before extension, and a long tube having a length of about two times the total length of the plurality of tubes in a state before extension can be installed on a natural ground. .

地山への管の設置方法の手順を示す工程図（実施形態１）。Process drawing which shows the procedure of the installation method of the pipe | tube to a natural ground (embodiment 1). （ａ）は伸長前の複数管体と管設置装置とを示す断面図、（ｂ）は伸長後の複数管体と管設置装置とを示す断面図（実施形態１）。(A) is sectional drawing which shows the multiple tube body and pipe installation apparatus before expansion | extension, (b) is sectional drawing which shows the multiple pipe body and pipe installation apparatus after expansion | extension (Embodiment 1). 複数管体の他の例を示す断面図（実施形態２）。Sectional drawing which shows the other example of a multiple pipe body (Embodiment 2). 外管を独立進行させる場合の複数管体と掘進部との関係を示す断面図（実施形態３）。Sectional drawing which shows the relationship between the multiple pipe body and the excavation part in the case of making an outer pipe advance independently (Embodiment 3). ３本以上の管を備えた複数管体を示す図（実施形態４）。The figure which shows the multiple tube body provided with the 3 or more pipe | tube (Embodiment 4). 従来の長尺先受工法の概要を示す図。The figure which shows the outline | summary of the conventional long tip receiving method. 従来の長尺管の設置方法を示す図。The figure which shows the installation method of the conventional long tube.

実施形態１
図１；２に示すように、実施形態１による地山への管の設置方法は、複数管体１と管設置装置２とを用いる。 Embodiment 1
As shown in FIGS. 1 and 2, the pipe installation method on the natural ground according to the first embodiment uses a plurality of pipe bodies 1 and a pipe installation device 2.

図２に示すように、複数管体１は、例えば、断面円環状の鋼管により形成された内管１１と外管１２とを備える。内管１１及び外管１２は、内周面と外周面とに貫通する図外の複数の貫通孔を備え、これ等貫通孔が注入孔として機能する。複数管体１は、管の中心線Ｃを同じとするように同軸に配置された外管１２と内管１１とを備えた構成である。複数管体１は、外管１２の内側に位置された内管１１が外管１２内を管の中心線Ｃに沿って移動可能に設けられることによって、管の全長が可変可能に構成された管である。即ち、複数管体１は、地山５０に設置された後に、例えば、内管１１のみをさらに進行させることによって外管１２や内管１１の全長よりも長い全長の長尺な管１Ｘとなる構成である。つまり、複数管体１は、外管１２と内管１１とが全長に渡って重合（ラップ）する完全二重管である伸長前状態から、外管１２を地山５０に固定して内管１１のみを予定分だけ進行させ切ることで外管１２の前端部と内管１１の後端部とが重合する伸長後状態まで変化する重合管である。
内管１１及び外管１２は、全長の長さが同じ長さの管により形成される。このように、全長の長さが同じ外管１２及び内管１１を用いて複数管体１を構成した場合、外管１２の端部と内管１１の端部とが揃った状態、即ち、外管１２及び内管１１が全長に渡って重合する完全二重管となる伸長前状態における複数管体１の全長と、外管１２を地山５０に固定して内管１１のみを予定分だけ進行させ切った状態の伸長後状態における複数管体１の全長との長さの差を大きくできる。従って、伸長前状態における複数管体１の取扱いが容易となるとともに、伸長前状態における複数管体の全長の２倍弱程度の長さの長尺な管１Ｘを地山５０に設置できるようになる。例えば、内管１１は、長さ６．５ｍ、外径が１０１．６ｍｍ、内径９０．２ｍｍのものを用い、外管１２は、長さ６．５ｍ、外径が１１４．３ｍｍ、内径１０５．３ｍｍのものを用いた場合、複数管体１は、伸長前状態である６．５ｍから伸長後状態である１２ｍまで全長が変化する構成とできる。 As shown in FIG. 2, the multi-tubular body 1 includes an inner tube 11 and an outer tube 12 formed of, for example, a steel pipe having an annular cross section. The inner tube 11 and the outer tube 12 include a plurality of through holes (not shown) penetrating the inner peripheral surface and the outer peripheral surface, and these through holes function as injection holes. The multi-tubular body 1 has a configuration including an outer tube 12 and an inner tube 11 that are arranged coaxially so that the center line C of the tube is the same. The multi-tube body 1 is configured such that the inner tube 11 positioned inside the outer tube 12 is movably provided along the center line C of the tube in the outer tube 12 so that the total length of the tube is variable. It is a tube. That is, after the plurality of tubular bodies 1 are installed in the natural ground 50, for example, the inner tube 11 alone is further advanced to form a long tube 1X having a full length longer than the full length of the outer tube 12 or the inner tube 11. It is a configuration. That is, the multi-tube body 1 is formed by fixing the outer tube 12 to the natural ground 50 from the pre-extension state, which is a complete double tube in which the outer tube 12 and the inner tube 11 are overlapped (wrapped) over the entire length. 11 is a polymerization tube that changes to a post-elongation state in which the front end portion of the outer tube 12 and the rear end portion of the inner tube 11 are polymerized by allowing only 11 to advance.
The inner tube 11 and the outer tube 12 are formed of tubes having the same overall length. As described above, when the multiple tubes 1 are configured using the outer tube 12 and the inner tube 11 having the same overall length, the end of the outer tube 12 and the end of the inner tube 11 are aligned, that is, The outer tube 12 and the inner tube 11 are completely double tubes that are superposed over the entire length, and the entire length of the multiple tubes 1 in the pre-extension state, and the outer tube 12 is fixed to the ground 50 and only the inner tube 11 is scheduled. Thus, the difference in length from the full length of the plurality of tubular bodies 1 in the state after being fully extended can be increased. Therefore, it becomes easy to handle the multiple tubes 1 in the pre-extension state, and the long tube 1X having a length of about twice the total length of the multiple tubes in the pre-extension state can be installed in the natural ground 50. Become. For example, the inner tube 11 has a length of 6.5 m, an outer diameter of 101.6 mm, and an inner diameter of 90.2 mm. The outer tube 12 has a length of 6.5 m, an outer diameter of 114.3 mm, and an inner diameter of 105. When a 3 mm tube is used, the multi-tube body 1 can be configured such that the overall length changes from 6.5 m in the pre-extension state to 12 m in the post-extension state.

図２に示すように、管設置装置２は、掘進部２１と、掘進部２１の推進力を内管１１に伝達するケーシングトップと呼ばれるような推進力伝達部２２と、打撃回転伝達軸としてのロッド２３と、削岩機２４、回転振止部材２５、押圧部材２６とを備える。   As shown in FIG. 2, the pipe installation device 2 includes an excavation part 21, a propulsive force transmission part 22 called a casing top that transmits the propulsive force of the excavation part 21 to the inner pipe 11, and an impact rotation transmission shaft. A rod 23, a rock drill 24, a rotation anti-vibration member 25, and a pressing member 26 are provided.

掘進部２１は、掘削構成部３２と、打撃回転伝達機構部３３と、当該打撃回転伝達機構部３３を内蔵した円筒ケース３４とを備える。掘削構成部３２は、前端に掘削ビット３１を備える。打撃回転伝達機構部３３は、ロッド２３の前端に接続されてロッド２３により伝達される削岩機２４からの打撃回転力を掘削構成部３２に伝達する。   The excavation part 21 includes an excavation component part 32, a striking rotation transmission mechanism part 33, and a cylindrical case 34 in which the striking rotation transmission mechanism part 33 is built. The excavation component 32 includes a excavation bit 31 at the front end. The striking rotation transmission mechanism 33 is connected to the front end of the rod 23 and transmits the striking rotational force from the rock drill 24 transmitted by the rod 23 to the excavation component 32.

推進力伝達部２２は、例えば、断面円環状の鋼管により形成され、内管１１の一方の開口（以下、前端開口という）部に取付けられる。推進力伝達部２２は、内径寸法が内管１１の内径寸法よりも小さく、一方の開口（以下、前端開口という）側部位の外径寸法が内管１１の外径寸法と同じ寸法に形成され、かつ、他方の開口（以下、後端開口という）側部位の外径寸法が内管１１の内径寸法よりも小さい寸法に形成される。推進力伝達部２２の後端開口側部位の外周面と内管１１の内周面とが接触するように、推進力伝達部２２の後端開口側部位が、内管１１の先頭開口部の内側に嵌め込まれるとともに、推進力伝達部２２と内管１１とが、溶接や接着剤などの連結手段により連結される。   The propulsive force transmission unit 22 is formed of, for example, a steel pipe having an annular cross section, and is attached to one opening (hereinafter referred to as a front end opening) of the inner tube 11. The propulsion force transmission unit 22 is formed so that the inner diameter dimension is smaller than the inner diameter dimension of the inner tube 11, and the outer diameter dimension of one opening (hereinafter referred to as the front end opening) is the same as the outer diameter dimension of the inner tube 11. In addition, the outer diameter dimension of the other opening (hereinafter referred to as rear end opening) side portion is formed to be smaller than the inner diameter dimension of the inner tube 11. The rear end opening side portion of the propulsive force transmitting portion 22 is located at the front opening portion of the inner tube 11 so that the outer peripheral surface of the rear end opening side portion of the propulsive force transmitting portion 22 contacts the inner peripheral surface of the inner tube 11. While being fitted inside, the propulsive force transmitting portion 22 and the inner tube 11 are connected by a connecting means such as welding or adhesive.

掘進部２１の円筒ケース３４の外周面には、当該外周面より突出するケース側の係合部３５を備え、当該ケース側の係合部３５と、推進力伝達部２２の内周面と内管１１の内周面との間の段差部により形成された推進力伝達部２２側の係合部３６とが互いに係合し合うことにより、ロッド２３を介して円筒ケース３４に伝達される削岩機２４からの推進力が係合部３５；３６を介して推進力伝達部２２及び内管１１に伝達されることによって、掘進部２１の進行とともに内管１１も進行する構成となっている。   The outer peripheral surface of the cylindrical case 34 of the digging portion 21 is provided with a case-side engaging portion 35 protruding from the outer peripheral surface, and the case-side engaging portion 35 and the inner peripheral surface and inner surface of the propulsive force transmitting portion 22 are provided. The engaging portion 36 on the propulsive force transmitting portion 22 side formed by the step portion between the inner peripheral surface of the tube 11 and the engaging portion 36 are engaged with each other, so that the cutting transmitted to the cylindrical case 34 via the rod 23 is performed. The propulsive force from the rock machine 24 is transmitted to the propulsive force transmitting portion 22 and the inner pipe 11 through the engaging portions 35; 36, so that the inner pipe 11 also advances with the progress of the excavating portion 21. .

回転振止部材２５は、例えば、ロッド２３が貫通する貫通孔３９を備えた円柱状に形成される。円柱の周面には、円柱の長さ方向に延長する図外の排泥用の溝が設けられ、掘削された土砂及び水を当該溝を介して排出することができる。回転振止部材２５は、円柱の円の直径寸法が内管１１の内径寸法より僅かに小さい。従って、ロッド２３が回転振止部材２５の貫通孔３９に貫通し、回転振止部材２５がロッド２３と一緒に回転可能なように、あるいは、回転振止部材２５がロッド２３と一緒に回転しないように、回転振止部材２５とロッド２３とが連結される。よって、掘進部２１の掘進に伴って内管１１の内周面と回転振止部材２５の外周面とが接触することで、内管１１が進行する際の内管１１の振れ動きが防止される。   For example, the rotation anti-vibration member 25 is formed in a columnar shape having a through hole 39 through which the rod 23 passes. On the circumferential surface of the cylinder, a groove for draining mud (not shown) extending in the length direction of the cylinder is provided, and the excavated earth and sand and water can be discharged through the groove. The rotational anti-vibration member 25 has a diameter of a circular cylinder that is slightly smaller than the inner diameter of the inner tube 11. Therefore, the rod 23 penetrates the through hole 39 of the rotation anti-vibration member 25 so that the rotation anti-vibration member 25 can rotate together with the rod 23, or the rotation anti-vibration member 25 does not rotate together with the rod 23. As described above, the rotational anti-vibration member 25 and the rod 23 are connected. Therefore, the inner peripheral surface of the inner tube 11 and the outer peripheral surface of the rotary anti-vibration member 25 come into contact with the excavation of the excavating portion 21, thereby preventing the inner tube 11 from swinging when the inner tube 11 travels. The

押圧部材２６は、例えば、一端開口で他端閉塞の円形箱体状に形成される。押圧部材２６は、例えば、ロッド２３が推進した場合にロッド２３と一緒に推進できて、かつ、ロッド２３からの回転力を受けないようにロッド２３に取付けられることによって、複数管体１の後端面１ａが切羽７１に到達するまで、ロッド２３の進行に伴って複数管体１の外管１２の後端面１２ａを押す。例えば、ロッド２３ａとロッド２３ａとを連結する筒状の連結具４１の筒の外周面に円環状の溝４２を形成しておき、押圧部材２６を２つ割り可能な円形箱体の２つの半体４３；４３により形成する。そして、半体４３の半貫通孔の孔縁４４を上記円環状の溝４２に嵌め込んで、２つの半体４３；４３同士を連結することにより、ロッド２３と一緒に推進できて、かつ、ロッド２３からの回転力を受けない押圧部材２６を実現できる。   The pressing member 26 is formed, for example, in a circular box shape with one end opening and the other end closed. For example, when the rod 23 is propelled, the pressing member 26 can be propelled together with the rod 23 and is attached to the rod 23 so as not to receive the rotational force from the rod 23. Until the end surface 1a reaches the face 71, the rear end surface 12a of the outer tube 12 of the multi-tubular body 1 is pushed as the rod 23 advances. For example, an annular groove 42 is formed on the outer peripheral surface of the cylinder of the cylindrical connector 41 that connects the rod 23a and the rod 23a, and the two halves of the circular box body into which the pressing member 26 can be divided into two. Formed by the body 43; 43. Then, by inserting the hole edge 44 of the half through hole of the half body 43 into the annular groove 42 and connecting the two half bodies 43; 43, the rod 23 can be propelled together with the rod 23, and The pressing member 26 that does not receive the rotational force from the rod 23 can be realized.

尚、例えば、先端側ロッド２３ｔとなる１本の単位ロッド２３ａの先端側に回転振止部材２５を取付け、単位ロッド２３ａの先端に掘進部２１を連結し、先端側ロッド２３ｔの後端部に後続の単位ロッド２３ａを順次連結して内管１１の全長よりも長いロッド２３を形成した後、当該ロッド２３の先端側ロッド２３ｔの先端に連結された掘進部２１を内管１１の他方の開口（以下、後端開口という）から内管１１の内部に挿入して内管１１の先端開口に向けて送り込んで係合部３５；３６同士を係合させる。これにより、掘削構成部３２が内管１１の先端開口より前方に突出する。この状態で、複数管体１の後方に位置される単位ロッド２３ａ、又は、単位ロッド２３ａと単位ロッド２３ａとを接続する連結具４１に、押圧部材２６を取付ける。
押圧部材２６の円の外周面には、泥水排出口４５が形成され、吸引管４６の一端部と泥水排出口４５とが連結され、吸引管４６の他端部と図外の吸引装置とが連結される。 For example, the rotation anti-vibration member 25 is attached to the front end side of one unit rod 23a that becomes the front end side rod 23t, the digging portion 21 is connected to the front end of the unit rod 23a, and the rear end portion of the front end side rod 23t is connected. Subsequent unit rods 23a are sequentially connected to form a rod 23 that is longer than the entire length of the inner tube 11, and then the digging portion 21 connected to the distal end of the distal end side rod 23t of the rod 23 is connected to the other opening of the inner tube 11. It inserts into the inside of the inner pipe | tube 11 (henceforth a rear-end opening), sends it toward the front-end | tip opening of the inner pipe | tube 11, and engages the engaging parts 35; 36. As a result, the excavation component 32 protrudes forward from the tip opening of the inner tube 11. In this state, the pressing member 26 is attached to the connecting rod 41 that connects the unit rod 23a or the unit rod 23a and the unit rod 23a located behind the plurality of tubular bodies 1.
A muddy water discharge port 45 is formed on the outer peripheral surface of the circle of the pressing member 26, one end of the suction pipe 46 and the muddy water discharge port 45 are connected, and the other end of the suction pipe 46 and a suction device (not shown) are connected. Connected.

削岩機２４は、図外のドリルジャンボなどの掘削機械のビームに取付けられたガイドセル４７上を移動可能なようにガイドセル４７に取付けられ、削岩機２４の図外の出力軸とロッド２３の後端とが連結具４８によって連結される。   The rock drill 24 is attached to the guide cell 47 so as to be movable on a guide cell 47 attached to a beam of a drilling machine such as a drill jumbo (not shown). The rear end of 23 is connected by a connector 48.

次に図１；図２を参照し、複数管体１の設置方法を説明する。
まず、図１に示すように、ロッド２３の先端側に回転振止部材２５を取付けるとともに、ロッド２３の先端に掘進部２１を連結して、この掘進部２１を複数管体１の内管１１の後端開口から内管１１内に挿入して掘進部２１の係合部３５と内管１１の係合部３６とを係合させる。内管１１の後端開口から後方に突出するロッド２３の後端側に押圧部材２６を取付けた後に、削岩機２４の出力軸とロッド２３の後端とを連結具４８で連結する。尚、切羽７１において管を設置しようとする入口位置には予め先行削孔７２を形成しておく（図１（ａ）参照）。
図１（ｂ）のように、先行削孔７２内に掘削構成部３２を挿入した後、削岩機２４を作動させて、掘進を開始する。この際、図１（ｃ）のように、複数管体１の内管１１は、掘進部２１に牽引されるようにして地中を進行し、複数管体１の外管１２は、ロッド２３とともに地中に進行する押圧部材２６で押されることによって、内管１１と一緒に地中を進行する。複数管体１の後端側が切羽７１に位置されたならば、削岩機２４による掘進を止め、押圧部材２６を取り外して、外管１２の後端部１２ｅ側を固定具７３で地山５０に固定する（図１（ｄ）参照）。
その後、掘進を再開して内管１１を独立して進行させる。内管１１は外管１２から内管１１全体が飛び出さないように内管１１の後端部が外管１２の先端部に位置するまで推進させる。例えば、内管１１の前端が切羽７１から１２ｍ離れた位置に到達したことを、ロッド２３の位置などで確認したならば、掘進を終了し、掘進部２１をトンネル空洞部７０内に戻す。これにより、外管１２と内管１１とが連続した１２ｍの長尺な管１Ｘが地山５０に設置される。
そして、図１（ｅ）のように、長尺な管１Ｘの内側に注入管７５を挿入した後に、外管１２の後端開口から注入液が漏れないように外管１２の後端開口をコーキング７６するとともに、外管１２の後端外周面と地山５０との隙間をコーキングする。その後、注入管７５により長尺な管１Ｘ内に地盤改良材を注入することで、長尺な管１Ｘの周辺の地山５０に上述した図外の注入孔を介して地盤改良材が注入され、長尺な管１Ｘの周囲の地山５０が地盤改良されることで、地山５０が補強される。
尚、例えば、図１（ｄ）に示すように、外管１２の後端部１２ｅを切羽７１よりトンネル空洞部７０に突出させておいて、外管１２の内側から外管１２の後端部１２ｅ側に設けられた図外の貫通孔を介して外管１２の外周面より突出するよう設けられて切羽７１に係止する突出棒により上記固定具７３を構成してもよいし、外管１２の内側から外管１２の後端部１２ｅ側に設けられた図外の貫通孔を介して外管１２の外周面より地山５０に入り込んで地山に固定された突出棒により上記固定具７３を構成してもよい。これらの場合、複数管体１の後端側が切羽７１に位置された後、内管１１のみを少し進行させて、外管１２の後端部１２ｅと内管１１とがラップしないようにしてから、固定具７３を取付ける。また、外管１２の後端部における外周面より突出して切羽７１に係止する図外の鍔部のような突出体により固定具７３を構成すれば、固定具７３の設置作業を不用とでき、効率的となる。 Next, with reference to FIG. 1; FIG. 2, the installation method of the multiple tube body 1 is demonstrated.
First, as shown in FIG. 1, the rotational anti-vibration member 25 is attached to the distal end side of the rod 23, and the digging portion 21 is connected to the distal end of the rod 23, and the digging portion 21 is connected to the inner tube 11 of the plurality of tubular bodies 1. The engagement portion 35 of the digging portion 21 and the engagement portion 36 of the inner tube 11 are engaged with each other by being inserted into the inner tube 11 from the rear end opening. After the pressing member 26 is attached to the rear end side of the rod 23 protruding rearward from the rear end opening of the inner pipe 11, the output shaft of the rock drill 24 and the rear end of the rod 23 are connected by a connector 48. A leading hole 72 is formed in advance at the entrance position where the pipe is to be installed in the face 71 (see FIG. 1A).
As shown in FIG. 1B, after the excavating component 32 is inserted into the preceding drilling hole 72, the rock drill 24 is operated to start excavation. At this time, as shown in FIG. 1C, the inner tube 11 of the plurality of tubes 1 travels in the ground so as to be pulled by the digging portion 21, and the outer tube 12 of the plurality of tubes 1 is connected to the rod 23. At the same time, it is pushed by the pressing member 26 that moves into the ground, so that it travels in the ground together with the inner tube 11. If the rear end side of the multi-tubular body 1 is positioned on the face 71, the excavation by the rock drilling machine 24 is stopped, the pressing member 26 is removed, and the rear end portion 12 e side of the outer pipe 12 is fixed to the ground 50 with the fixture 73. (See FIG. 1D).
Thereafter, the excavation is resumed and the inner pipe 11 is independently advanced. The inner tube 11 is propelled until the rear end portion of the inner tube 11 is positioned at the front end portion of the outer tube 12 so that the entire inner tube 11 does not protrude from the outer tube 12. For example, if it is confirmed from the position of the rod 23 that the front end of the inner pipe 11 has reached a position 12 m away from the face 71, the excavation is terminated and the excavation part 21 is returned into the tunnel cavity 70. As a result, a 12 m long tube 1 </ b> X in which the outer tube 12 and the inner tube 11 are continuous is installed in the natural ground 50.
Then, as shown in FIG. 1 (e), after inserting the injection tube 75 inside the long tube 1X, the rear end opening of the outer tube 12 is opened so that the injection liquid does not leak from the rear end opening of the outer tube 12. While caulking 76, the gap between the outer peripheral surface of the rear end of the outer tube 12 and the natural ground 50 is caulked. Thereafter, the ground improvement material is injected into the long pipe 1X by the injection pipe 75, so that the ground improvement material is injected into the natural ground 50 around the long pipe 1X through the injection hole not shown above. The natural ground 50 around the long tube 1X is improved, and the natural ground 50 is reinforced.
For example, as shown in FIG. 1 (d), the rear end portion 12 e of the outer tube 12 protrudes from the face 71 into the tunnel cavity 70, and the rear end portion of the outer tube 12 is formed from the inside of the outer tube 12. The fixing tool 73 may be constituted by a protruding rod that is provided so as to protrude from the outer peripheral surface of the outer tube 12 through a through-hole that is provided on the side of 12e and is engaged with the face 71, or the outer tube. 12 through the through hole (not shown) provided on the rear end 12e side of the outer tube 12 from the inner side of the outer tube 12, and enters the natural ground 50 from the outer peripheral surface of the outer tube 12, and is fixed by the protruding rod fixed to the natural mountain. 73 may be configured. In these cases, after the rear end side of the plurality of tubular bodies 1 is positioned on the face 71, only the inner tube 11 is slightly advanced so that the rear end portion 12e of the outer tube 12 and the inner tube 11 do not wrap. The fixing tool 73 is attached. Further, if the fixing tool 73 is configured by a protruding body such as a collar part outside the figure that protrudes from the outer peripheral surface at the rear end portion of the outer tube 12 and engages with the face 71, installation work of the fixing tool 73 can be made unnecessary. Become efficient.

実施形態１による管の設置方法によれば、地山５０に挿入する前と地山５０内に挿入した後において管の全長を変えることが可能な扱い易い管としての複数管体１を用いることによって、特許文献１；２のように複数の管を接続することなく、地山５０内に１２ｍ程度の長尺な管１Ｘを容易に設置できる。
また、特許文献３のように狭い空間であるトンネル空洞部７０において扱い難い９ｍ〜１２ｍ程度の長尺管５３を扱う必要がなく、特許文献３と比較して扱い易い６．５ｍ以下の複数管体１を用いて、地山５０内に１２ｍ程度の長尺な管を容易に設置できるようになる。
また、地山５０内に送り込んだ複数管体１のうち進行させない外管１２を地山５０に固定した後に、内管１１のみをさらに進行させたので、外管１２と内管１１とが共に進行するのを防止できて、内管１１のみを確実に進行させることができ、地山５０に長尺な管１Ｘ
を確実に設置できる。 According to the pipe installation method according to the first embodiment, the multiple tubes 1 are used as easy-to-handle pipes that can change the overall length of the pipe before being inserted into the natural ground 50 and after being inserted into the natural ground 50. Therefore, the long pipe 1X of about 12 m can be easily installed in the natural ground 50 without connecting a plurality of pipes as in Patent Documents 1 and 2.
Moreover, it is not necessary to handle the long tube 53 of about 9 m to 12 m which is difficult to handle in the tunnel cavity 70 which is a narrow space as in Patent Document 3, and a plurality of tubes of 6.5 m or less that are easy to handle compared to Patent Document 3. Using the body 1, a long tube of about 12 m can be easily installed in the natural ground 50.
In addition, since the outer tube 12 that is not advanced among the plurality of pipes 1 fed into the natural mountain 50 is fixed to the natural mountain 50, only the inner tube 11 is further advanced, so that the outer tube 12 and the inner tube 11 are both It is possible to prevent the advancement, only the inner tube 11 can be reliably advanced, and the long tube 1X in the natural ground 50
Can be installed reliably.

また、特許文献３のように、９ｍ〜１２ｍ程度の長尺管５３を用いる場合には、このような長尺管５３を最初から削岩機２４で地山５０に送り込むことが難しいため、ガイドセル４７の先端側に長尺管５３を地山５０に送り込むための把持装置が必要となる。この把持装置は、高価であり、また、把持装置の取り外しが面倒なのでガイドセル４７に把持装置を取付けたままロックボルトの打設作業や支保工作業を行うことがあり、この場合、把持装置を損傷してしまうというような問題点もあった。また、特許文献３では、ガイド管の設置作業と長尺管５３の設置作業とを別々に行わなくてはならないので、管の設置作業が煩雑であるという問題点もあった。
これに対して、実施形態１によれば、６．５ｍ以下の内管１１及び外管１２とにより構成された６．５ｍ以下の複数管体１を用いるので、上述した把持装置を用いる必要がなくなるので、上述した問題点を解消できる。また、複数管体１の設置作業を行うだけでよいので、管の設置作業が容易である。 In addition, when a long pipe 53 of about 9 m to 12 m is used as in Patent Document 3, it is difficult to feed such a long pipe 53 from the beginning to the natural ground 50 with the rock drill 24, so that the guide A gripping device for feeding the long tube 53 to the natural ground 50 at the tip side of the cell 47 is required. Since this gripping device is expensive and the removal of the gripping device is cumbersome, there are cases where a lock bolt is placed or supported while the gripping device is attached to the guide cell 47. There was also the problem of being damaged. Moreover, in patent document 3, since the installation work of the guide pipe | tube and the installation work of the elongate pipe | tube 53 must be performed separately, there also existed a problem that the installation work of a pipe | tube was complicated.
On the other hand, according to the first embodiment, since the multiple pipe body 1 of 6.5 m or less configured by the inner pipe 11 and the outer pipe 12 of 6.5 m or less is used, it is necessary to use the above-described gripping device. Since this is eliminated, the above-mentioned problems can be solved. Moreover, since it is only necessary to perform the installation work of the plurality of pipes 1, the pipe installation work is easy.

実施形態２
図３に示すように、内管１１の管の端部と外管１２の管の端部とに互いに係合し合う係合部８４を備えた複数管体１を用いてもよい。このような複数管体１を用いた場合、係合部８４により、内管１１と外管１２とが離れてしまうことを防止できるので、地盤改良材を地山に注入するための長尺な管１Ｘを地山５０に確実に設置することができる。 Embodiment 2
As shown in FIG. 3, a multi-tubular body 1 including an engaging portion 84 that engages with an end portion of the inner tube 11 and an end portion of the outer tube 12 may be used. When such a multiple tube body 1 is used, it is possible to prevent the inner tube 11 and the outer tube 12 from being separated by the engaging portion 84, so that it is a long length for injecting the ground improvement material into the ground. The tube 1X can be reliably installed on the natural ground 50.

実施形態３
実施形態１；２では、掘進部２１と内管１１とを係合させて内管１１を独立進行させる構成としたが、図４に示すように、掘進部２１と外管１２とを係合させて外管１２を独立進行させる構成としてもよい。 Embodiment 3
In the first and second embodiments, the digging portion 21 and the inner pipe 11 are engaged and the inner pipe 11 is independently advanced. However, as shown in FIG. 4, the digging portion 21 and the outer pipe 12 are engaged. The outer tube 12 may be independently advanced.

実施形態４
３本以上の管により構成された複数管体１を用いても良い。例えば、図５に示すように、外管１２と外管１２の内側に設けられた２つの内管１１、あるいは、内管１１と内管１１の外側に設けられた２つの外管１２とにより構成された複数管体１を用いてもよい。この場合、例えば、３本の各管８１；８２；８３の端部と端部とが離れないように、一方の管の端部と他方の管の端部とに互いに係合し合う上述したような係合部８４を設ける。 Embodiment 4
You may use the multiple tube body 1 comprised by the 3 or more pipe | tube. For example, as shown in FIG. 5, the outer tube 12 and the two inner tubes 11 provided on the inner side of the outer tube 12, or the two inner tubes 11 provided on the outer side of the inner tube 11 and the inner tube 11. You may use the comprised multiple tube body 1. FIG. In this case, for example, the end of one tube and the end of the other tube engage with each other so that the ends of the three tubes 81; 82; 83 are not separated from each other. Such an engaging portion 84 is provided.

掘削構成部３２は、掘削後に掘削ビット３１の全てを回収可能な回収式のものを用いても良いし、掘削後に掘削ビット３１の一部又は全部を管の先端側に残すロストビット式のものを用いても良い。   The excavation component 32 may be a recovery type that can collect all of the excavation bit 31 after excavation, or a lost bit type that leaves part or all of the excavation bit 31 on the distal end side of the pipe after excavation. May be used.

掘進部２１で内管１１や外管１２を牽引しない構成としてもよい。例えば、複数管体１の後端面１ａが切羽７１に到達するまでは、複数管体１の後端面１ａを押圧する押圧部材を用い、複数管体１の後端面１ａが切羽７１に到達した後は、独立進行させる側の管の後端面だけを押圧する押圧部材を用いるようにしてもよい。   It is good also as a structure which does not pull the inner pipe | tube 11 and the outer pipe | tube 12 by the digging part 21. FIG. For example, until the rear end surface 1a of the multi-tubular body 1 reaches the face 71, a pressing member that presses the rear end face 1a of the multi-tubular body 1 is used, and after the rear end surface 1a of the multi-tubular body 1 reaches the face 71 May be configured to use a pressing member that presses only the rear end surface of the tube to be independently advanced.

尚、複数管体１内に注入管７５を挿入して地盤改良材を注入するようにしたが、パッカーを用いて地盤改良材を注入してもよい。例えば、膨張部材はウレタンのような膨張容易
な材質の部材を用いる。
また、ロッド２３と一緒に進行する押圧部材２６を用いた例を示したが、一端開口で他端閉塞の円形箱体状に形成され、他端が閉塞された底面の中央にロッド２３が貫通する貫通孔を備えて、この貫通孔を介してロッド２３に取付けられる図外の押圧部材と、この押圧部材を押圧するために削岩機２４に取付けられた図外の押棒とを用い、削岩機２４の押棒で押圧部材を押圧することにより、押圧部材が複数管体１の後端面１ａを押すような構成としてもよい。
なお、上記では、伸長後状態は、内管１１の後端部が外管１２の先端部に位置するまで推進させた状態としたが、伸長後状態は、内管１１と外管１２とが重合（ラップ）する部分が残っていればよい。例えば、伸長後状態は、内管１１の先端部が外管１２の先端よりわずかに突出している状態であってもよい。すなわち、本発明では内管１１と外管１２とのラップする範囲を自由に選択することができる。 In addition, although the injection | pouring pipe | tube 75 was inserted in the multiple pipe body 1 and the ground improvement material was injected, you may inject | pour a ground improvement material using a packer. For example, the expansion member is made of a material that is easily expanded, such as urethane.
Moreover, although the example using the pressing member 26 which advances with the rod 23 was shown, the rod 23 penetrates in the center of the bottom face which is formed in a circular box shape with one end opening and the other end closed. A non-illustrated pressing member that is attached to the rod 23 through the through-hole and a non-illustrated pressing rod that is attached to the rock drilling machine 24 to press the pressing member. It is good also as a structure that a press member presses the rear-end surface 1a of the multiple pipe body 1 by pressing a press member with the push bar of the rock machine 24. FIG.
In the above description, the post-extension state is a state where the rear end portion of the inner tube 11 is propelled until it is positioned at the distal end portion of the outer tube 12, but the post-extension state is the state where the inner tube 11 and the outer tube 12 are connected. It suffices if the part to be polymerized (wrapped) remains. For example, the state after extension may be a state in which the distal end portion of the inner tube 11 slightly protrudes from the distal end of the outer tube 12. That is, in the present invention, the range in which the inner tube 11 and the outer tube 12 wrap can be freely selected.

本発明による地山への管の設置方法は、図６で説明したように、トンネル空洞部の切羽とトンネル空洞部の内壁面との境界付近の切羽又は内壁面から、トンネル掘削進行方向に沿った直線より徐々に離れるような方向に向けて地山に管を設置することにより、トンネル周囲の崩壊を防止する先受工法に利用できる他、切羽から、トンネル掘削進行方向に沿った直線と平行に地山に管を設置することにより、切羽前方の崩壊を防止する切羽補強工法にも利用できる。   As described with reference to FIG. 6, the pipe is installed in the natural ground according to the present invention from the face or inner wall surface near the boundary between the face of the tunnel cavity and the inner wall surface of the tunnel cavity along the tunnel excavation direction. In addition to being able to be used for the tip-receiving method to prevent collapse around the tunnel by installing a pipe in the natural ground in a direction that is gradually away from the straight line, it is parallel to the straight line along the tunnel excavation direction from the face By installing a pipe in the natural ground, it can also be used for a face reinforcement method to prevent collapse in front of the face.

１ 複数管体、１１ 内管、１２ 外管、５０ 地山、７０ トンネル空洞部。   1 Multiple pipe body, 11 Inner pipe, 12 Outer pipe, 50 Ground, 70 Tunnel cavity.

Claims (3)

内周面と外周面とに貫通する貫通孔を備えた管をトンネル空洞部から地山内に設置し、地盤改良材を貫通孔経由で地山に注入することによって地山を補強する場合における地山への管の設置方法において、
管として中心を同じとするように配置された外管と内管とを備えた複数管体を用い、複数管体を地山内に送り込んだ後に、外管及び内管のうちの一方のみをさらに進行させることによって外管の全長あるいは内管の全長よりも長い全長に形成された管としての複数管体を地山に設置したことを特徴とする地山への管の設置方法。 When a pipe with a through-hole penetrating the inner and outer peripheral surfaces is installed in the ground from the tunnel cavity, and the ground is reinforced by injecting ground improvement material into the ground via the through-hole In the installation method of the pipe to the mountain,
After using a plurality of tubes having an outer tube and an inner tube arranged to have the same center as the tube, after feeding the plurality of tubes into the ground, only one of the outer tube and the inner tube is further A pipe installation method on a natural ground characterized in that a plurality of tubular bodies are installed in a natural ground as a pipe formed to have a full length of an outer pipe or a full length longer than the total length of an inner pipe by being advanced. 地山内に送り込んだ複数管体の外管及び内管のうちの進行させない他方を地山に固定した後に、外管及び内管のうちの一方のみをさらに進行させたことを特徴とする請求項１に記載の地山への管の設置方法。   The outer tube and the inner tube of the plurality of pipes fed into the natural mountain are fixed to the natural mountain, and then only one of the outer tube and the inner tube is further advanced. 1. Installation method of the pipe to the natural ground of 1. 全長の長さが同じ外管及び内管を用いたことを特徴とする請求項１又は請求項２に記載の地山への管の設置方法。   The outer pipe and the inner pipe having the same overall length are used, and the pipe is installed in the natural ground according to claim 1 or 2.
JP2009152602A 2009-06-26 2009-06-26 How to install pipes on natural ground Expired - Fee Related JP5384223B2 (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012167521A (en) * 2011-02-16 2012-09-06 Kumagai Gumi Co Ltd Pipe laying device and pipe laying method
KR101729381B1 (en) 2015-01-13 2017-04-21 삼성물산 주식회사 Directional Control Excavating and Grouting Method Using Ring-Shaped Beam
JP7452860B2 (en) 2020-12-14 2024-03-19 株式会社トーキンオール Stretched steel pipe, steel pipe for ground reinforcement, and construction method using the same

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Publication number Priority date Publication date Assignee Title
JPH11257000A (en) * 1998-03-16 1999-09-21 Dainichi Kasei Kk Ground hardening construction method

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11257000A (en) * 1998-03-16 1999-09-21 Dainichi Kasei Kk Ground hardening construction method

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012167521A (en) * 2011-02-16 2012-09-06 Kumagai Gumi Co Ltd Pipe laying device and pipe laying method
KR101729381B1 (en) 2015-01-13 2017-04-21 삼성물산 주식회사 Directional Control Excavating and Grouting Method Using Ring-Shaped Beam
JP7452860B2 (en) 2020-12-14 2024-03-19 株式会社トーキンオール Stretched steel pipe, steel pipe for ground reinforcement, and construction method using the same

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