JP2020111909A - Forepiling steel pipe and forepiling method for tunnel - Google Patents

Forepiling steel pipe and forepiling method for tunnel Download PDF

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JP2020111909A
JP2020111909A JP2019002142A JP2019002142A JP2020111909A JP 2020111909 A JP2020111909 A JP 2020111909A JP 2019002142 A JP2019002142 A JP 2019002142A JP 2019002142 A JP2019002142 A JP 2019002142A JP 2020111909 A JP2020111909 A JP 2020111909A
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steel pipe
receiving
pipe
receiving steel
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JP7175200B2 (en
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博靖 平山
Hiroyasu Hirayama
博靖 平山
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Fujimori Sangyo Co Ltd
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Abstract

To provide a forepiling steel pipe and a forepiling method for a tunnel capable of improving working efficiency by reducing labor of inserting the forepiling steel pipe by receiving the natural ground in a forward excavating direction of the tunnel.SOLUTION: A forepiling steel pipe 10 comprises two or three pipe bodies 11 connected in a row. A length of each of the pipe bodies 11 is equal to 5 m or more in the case of the two ones, and 3.5 m or more in the case of the three ones. Each of the pipe bodies 11 is composed of steel material, tensile strength of which is 650 N/mm2 to 1500 N/mm2, and yield strength of which is 600 N/mm2 to 1150 N/mm2.SELECTED DRAWING: Figure 1

Description

本発明は、例えばＮＡＴＭ（New Austrian Tunneling Method）工法によるトンネル施工の際の補助工法として、切羽の掘進方向前方の地山を先受けする先受け鋼管、及び該先受け鋼管を用いた先受け工法に関する。 The present invention, as an auxiliary construction method for tunnel construction by, for example, the NATM (New Austrian Tunneling Method) construction method, a receiving steel pipe for receiving the ground ahead of the cutting face in the advancing direction, and a receiving construction method using the receiving steel pipe. Regarding

トンネル補助工法の１つであるＡＧＦ（All Ground Fasten）工法においては、長さ３ｍ程度の鋼製管体を順次継ぎ足しながら、切羽前方の地山に打ち込み、地山を先受け補強する。各管体の一端部には雄ネジが形成され、他端部には雌ネジが形成されている。先行して打ち込んだ管体と後続の管体とをネジ接合することで一直線に継ぎ足す。これら管体を４本継ぎ足すことによって、長さ１２ｍ程度の長尺先受け鋼管が構成される。 In the AGF (All Ground Fasten) construction method, which is one of the tunnel auxiliary construction methods, steel pipes with a length of about 3 m are successively added while driving into the ground in front of the face to reinforce the ground. A male screw is formed on one end of each tube and a female screw is formed on the other end. The pipe body that was driven in before and the pipe body that follows is screwed together to add them in a straight line. By adding four of these pipes, a long front receiving steel pipe having a length of about 12 m is constructed.

特開２０１６−０５３２６８号公報JP, 2016-053268, A

一般的なＡＧＦ工法用の管体としては、引張強度４００Ｎ／ｍｍ２〜５５０Ｎ／ｍｍ２、耐力２３５Ｎ／ｍｍ２〜５００Ｎ／ｍｍ２の一般構造用炭素鋼鋼管ＳＴＫ４００（ＪＩＳ Ｇ３４４４）が用いられており、その標準スペックは、管厚６ｍｍ程度、外直径１１４．３ｍｍ程度、長さ３ｍ程度であり、重量は約５０ｋｇである。このため、１本あたりの重量が重く、かかる管体の継ぎ足し作業は重労働である。しかも、１本の先受け鋼管あたり４本の管体を継ぎ足すから、３回の継ぎ足し作業が必要である。
本発明は、かかる事情に鑑み、トンネルの掘進方向前方の地山を先受けする先受け鋼管の打ち込み作業における作業者の負担を軽減して、作業効率を改善することを目的とする。 The tubular body for common AGF method, tensile strength 400N / mm 2 ~550N / mm 2 , yield strength 235N / mm 2 ~500N / mm 2 of the general structural carbon steel tube STK400 (JIS G3444) is used The standard specifications are a tube thickness of about 6 mm, an outer diameter of about 114.3 mm, a length of about 3 m, and a weight of about 50 kg. For this reason, the weight of each pipe is heavy, and the work of adding such pipes is a heavy labor. Moreover, since four pipes are added to each one of the receiving steel pipes, it is necessary to add the pipes three times.
In view of such circumstances, it is an object of the present invention to reduce the burden on a worker in the work of driving a receiving steel pipe that receives the ground ahead of the tunnel in the direction of excavation, and improve the working efficiency.

前記課題を解決するため、本発明物は、トンネルの切羽の掘進方向前方の地山を先受けする先受け鋼管であって、
一列に連結された２本又は３本の管体からなり、
各管体の長さが２本の場合５ｍ以上、３本の場合３．５ｍ以上であり、
かつ各管体が、引張強度６５０Ｎ／ｍｍ２〜１５００Ｎ／ｍｍ２、耐力６００Ｎ／ｍｍ２〜１１５０Ｎ／ｍｍ２の鋼材によって構成されていることを特徴とする。 In order to solve the above-mentioned problems, the present invention is a receiving steel pipe that receives the ground ahead of the tunnel face in the direction of excavation,
Consists of two or three tubes connected in a row,
If the length of each pipe is two, it is 5 m or more, and if it is three, it is 3.5 m or more,
And each tubular body, a tensile strength 650N / mm 2 ~1500N / mm 2 , characterized in that it is constituted by a steel yield strength 600N / mm 2 ~1150N / mm 2 .

当該先受け鋼管によれば、引張強度及び耐力が一般構造用炭素鋼鋼管ＳＴＫ４００より高い分だけ管厚を薄肉化可能である。薄肉化するとその分、１本あたりの管長を大きくしても、人力で持ち運び可能な重さを維持できる。管長を大きくすることによって、管体の本数を減らすことができ、２本又は３本で先受け鋼管としての所要長さ（１２ｍ程度）になる。したがって、管体の継ぎ足し回数を１回又は２回に減数でき、継ぎ足しの労力が軽減される。 According to the preceding receiving steel pipe, the pipe thickness can be reduced by the amount that the tensile strength and the yield strength are higher than those of the general structural carbon steel pipe STK400. By reducing the wall thickness, the weight that can be carried by human power can be maintained even if the length of each pipe is increased. By increasing the pipe length, the number of pipes can be reduced, and the required length (about 12 m) as the front receiving steel pipe can be obtained by using two or three pipes. Therefore, the number of times the pipes are added can be reduced to once or twice, and the labor for adding the pipes can be reduced.

前記各管体の厚さが、２．５ｍｍ〜４ｍｍであることが好ましい。これによって、管体の単位長さあたりの重量を確実に軽くできる。
前記各管体の外直径が、６０ｍｍ〜１５０ｍｍであることが好ましい。 The thickness of each tubular body is preferably 2.5 mm to 4 mm. This ensures that the weight of the tubular body per unit length can be reduced.
The outer diameter of each tubular body is preferably 60 mm to 150 mm.

本発明方法は、先受け鋼管をトンネルの切羽の掘進方向前方の地山に打ち込むことによって前記地山を先受けする先受け工法であって、
前記先受け鋼管における先頭の管体内に削孔ロッドを挿通するとともに前記先頭管体の先端のトップビットに前記削孔ロッドの先端を係止し、かつ前記先頭管体の先端側の部分が先受け鋼管打設装置のガイドセルから延び出るようにして前記先頭管体の後端側の部分を前記ガイドセルに設置し、かつ前記削孔ロッドの後端部を前記先受け鋼管打設装置の回転打撃手段に連結し、更に前記切羽の近くに建て込まれたアーチ支保工のウエブを貫通するガイド筒に前記先頭管体の先端部を差し入れた状態で、前記回転打撃手段の駆動を開始することを特徴とする。 The method of the present invention is a receiving method in which the receiving steel pipe is first received by driving the receiving steel pipe into the ground ahead of the tunnel face in the direction of excavation,
Insert the drilling rod into the leading body of the front receiving steel pipe and lock the tip of the drilling rod to the top bit at the tip of the leading body, and the tip side portion of the leading body is first. The rear end portion of the leading tube body is installed in the guide cell so as to extend from the guide cell of the receiving steel pipe placing device, and the rear end portion of the drilling rod is provided in the receiving steel pipe placing device. The driving of the rotary striking means is started in a state in which the tip end portion of the leading tube body is inserted into a guide tube that is connected to the rotary striking means and further penetrates the web of the arch support work built near the face. It is characterized by

前記先頭管体をはじめとする先受け鋼管の管体は長尺であるために、先受け鋼管打設装置のガイドセルに取り付けると先端部がガイドセルから前方へ片持ち状に長く延び出る。特に先頭の管体においては先端部にビットが設けられるため、前記延び出た部分が自重で垂れるように湾曲するおそれがある。その状態で回転打撃を開始すると、前記延び出た部分が大きく振り回されてしまう。
これに対し、本発明方法においては、先頭管体の先端部をアーチ支保工のガイド筒に差し入れ、その状態で回転打撃を開始することによって、先頭管体の先端部が振り回されるのを回避できる。
前記先頭管体を前記ガイドセルから１ｍ以上延び出させた状態で、前記回転打撃手段の駆動を開始することが好ましい。 Since the pipe body of the receiving steel pipe including the leading pipe body is long, when it is attached to the guide cell of the receiving steel pipe placing device, the tip portion extends long in a cantilever manner forward from the guide cell. In particular, since a bit is provided at the tip of the leading tube body, the extended portion may be curved so as to hang down by its own weight. When the rotational impact is started in that state, the extended portion is largely swung.
On the other hand, in the method of the present invention, it is possible to avoid the tip portion of the lead tube body being swung around by inserting the tip portion of the lead tube body into the guide tube of the arch support and starting the rotary impact in that state. ..
It is preferable to start driving the rotary striking means in a state in which the leading tubular body extends 1 m or more from the guide cell.

本発明によれば、トンネルの掘進方向前方の地山を先受けする先受け鋼管の打ち込み作業における作業者の負担を軽減して、作業効率を改善することができる。 According to the present invention, it is possible to reduce the burden on the operator in the work of driving the receiving steel pipe that receives the ground in front of the tunnel in the excavation direction, and improve the working efficiency.

図１は、本発明の第１実施形態に係る長尺先受け鋼管を切羽前方の地山に埋設した状態で示す、施工中のトンネルの断面図である。FIG. 1 is a cross-sectional view of a tunnel under construction, showing a long front receiving steel pipe according to a first embodiment of the present invention in a state of being buried in the ground in front of a cutting face. 図２は、図１のＩＩ−ＩＩ線に沿う、前記トンネルの正面断面図である。2 is a front sectional view of the tunnel taken along the line II-II of FIG. 図３は、図１の円部ＩＩＩの拡大断面図である。FIG. 3 is an enlarged cross-sectional view of the circle portion III of FIG. 図４は、前記トンネルのアーチ支保工のガイド部材の斜視図である。FIG. 4 is a perspective view of a guide member for arch support of the tunnel. 図５は、図１の円部Ｖの拡大断面図である。FIG. 5 is an enlarged cross-sectional view of the circle V in FIG. 図６（ａ）〜（ｂ）は、前記長尺先受け鋼管の打ち込み工程を順次示す、前記トンネルの断面図である。6A and 6B are cross-sectional views of the tunnel, which sequentially show the step of driving the long receiving steel pipe. 図７（ａ）〜（ｃ）は、前記長尺先受け鋼管の打ち込み工程を順次示す、前記トンネルの断面図である。7A to 7C are cross-sectional views of the tunnel, which sequentially show the step of driving the long receiving steel pipe. 図８は、本発明の第２実施形態に係る長尺先受け鋼管を切羽前方の地山に埋設した状態で示す、施工中のトンネルの断面図である。FIG. 8 is a cross-sectional view of the tunnel under construction showing a long front receiving steel pipe according to the second embodiment of the present invention buried in the ground in front of the face.

以下、本発明の実施形態を図面にしたがって説明する。
図１は、ＮＡＴＭ工法によって施工中のトンネル１を示したものである。地山２が掘削されてトンネル１が構築されている。トンネル１には一定間隔（例えば１ｍ）置きにアーチ支保工３が建て込まれている。図１及び図２に示すように、アーチ支保工３は、Ｈ型断面の鋼材からなり、トンネル１の上半部の周方向に沿う半環状（アーチ状）に形成されている。所定間隔（例えば９ｍ）置きのアーチ支保工３には、ガイド部材４が設けられている。図においては、切羽１ｅの直近のガイド部材４付きアーチ支保工３だけを図示する。 Embodiments of the present invention will be described below with reference to the drawings.
FIG. 1 shows the tunnel 1 under construction by the NATM method. The ground 2 is excavated and the tunnel 1 is constructed. Arch supports 3 are built in the tunnel 1 at regular intervals (for example, 1 m). As shown in FIGS. 1 and 2, the arch support 3 is made of a steel material having an H-shaped cross section, and is formed in a semi-annular shape (arch shape) along the circumferential direction of the upper half of the tunnel 1. A guide member 4 is provided on the arch support 3 at predetermined intervals (for example, 9 m). In the figure, only the arch support 3 with the guide member 4 in the immediate vicinity of the face 1e is shown.

図３及び図４に示すように、ガイド部材４は、取付け板４ａと、ガイド筒４ｂを含む。取付け板４ａが、アーチ支保工３のウエブ３ｂに添えられて固定されている。ガイド筒４ｂは、取付け板４ａを貫通し、更にはウエブ３ｂを貫通している。ガイド筒４ｂの軸線は、掘進前方（図３において右方）へ向かって斜め外側（図３において上側）へ角度θだけ傾斜されている。傾斜角度θは、好ましくはθ＝４°〜１０°程度である。ガイド筒４ｂの内径は、後述する先受け鋼管１０の外径より大きい。 As shown in FIGS. 3 and 4, the guide member 4 includes a mounting plate 4a and a guide tube 4b. The mounting plate 4a is attached to and fixed to the web 3b of the arch support structure 3. The guide cylinder 4b penetrates the mounting plate 4a and further penetrates the web 3b. The axis of the guide tube 4b is inclined obliquely outward (upward in FIG. 3) by an angle θ toward the front of excavation (rightward in FIG. 3). The inclination angle θ is preferably about θ=4° to 10°. The inner diameter of the guide tube 4b is larger than the outer diameter of the receiving steel pipe 10 described later.

図１に示すように、切羽１ｅより掘進前方（図１において右）の地山２には、先受け鋼管１０が打ち込まれている。先受け鋼管１０の後端部（図１において左）は、ガイド筒４ｂを貫通している。先受け鋼管１０の軸線は、ガイド筒４ｂの軸線とほぼ一致しており、掘進前方（図１において右方）へ向かって斜め外側（図１において上側）へガイド筒４ｂとほぼ同じ傾斜角度θ（＝４〜１０°）だけ傾斜されている。 As shown in FIG. 1, a front receiving steel pipe 10 is driven into the ground 2 in front of the excavation (right side in FIG. 1) with respect to the face 1e. The rear end portion (left in FIG. 1) of the front receiving steel pipe 10 penetrates the guide cylinder 4b. The axis of the front receiving steel pipe 10 substantially coincides with the axis of the guide cylinder 4b, and the inclination angle θ is substantially the same as that of the guide cylinder 4b obliquely outward (upper side in FIG. 1) toward the front of excavation (right side in FIG. 1). It is inclined by (= 4 to 10°).

先受け鋼管１０は、２本の直線状の管体１１によって構成されている。図５に示すように、一方の管体１１の対向端部には雄ネジ１１ｃが形成され、他方の管体１１の対向端部には雌ネジ１１ｄが形成されている。これらネジどうしが螺合されることによって、管体１１どうしがが一列に連なっている。
なお、管体１１どうしの連結態様は、ネジ結合に限らず、ワンタッチ式の凹凸嵌合などであってもよい。
以下、２本の管体１１を互いに区別する際は、先端側の管体１１を「先頭管体１１Ａ」と称し、後続の管体１１を「末端管体１１Ｂ」と称す。 The front receiving steel pipe 10 is composed of two linear pipe bodies 11. As shown in FIG. 5, a male screw 11c is formed on the opposite end of one pipe 11 and a female screw 11d is formed on the opposite end of the other pipe 11. The pipes 11 are arranged in a line by screwing these screws together.
The connection mode between the pipes 11 is not limited to the screw connection, but may be a one-touch concavo-convex fit.
Hereinafter, when distinguishing the two tubular bodies 11 from each other, the tubular body 11 on the tip side is referred to as a “leading tubular body 11A”, and the subsequent tubular body 11 is referred to as a “terminal tubular body 11B”.

各管体１１としては、一般構造用炭素鋼鋼管ＳＴＫ４００よりも高引張強度の鋼管が用いられている。好ましくは、管体１１は、引張強度６５０Ｎ／ｍｍ２〜１５００Ｎ／ｍｍ２、耐力６００Ｎ／ｍｍ２〜１１５０Ｎ／ｍｍ２の鋼材によって構成されている。鋼材に含まれるＣ，Ｓｉ，Ｍｎ，Ｐ，Ｓその他成分の配合比を調整することによって、前記引張強度及び耐力を得ることができる。管体１１として、例えば特開２００２−００３９４１に開示された鋼管を用いてもよい。 A steel pipe having a higher tensile strength than the general structural carbon steel pipe STK400 is used as each pipe body 11. Preferably, tube body 11, a tensile strength of 650N / mm 2 ~1500N / mm 2 , is constituted by the steel material strength 600N / mm 2 ~1150N / mm 2 . The tensile strength and proof stress can be obtained by adjusting the compounding ratio of C, Si, Mn, P, S and other components contained in the steel material. As the tube body 11, for example, the steel tube disclosed in JP-A-2002-003941 may be used.

各管体１１の長さは、５ｍ以上である。より好ましくは６ｍ〜７ｍ程度であり、これによって、先受け鋼管１０の全長が１２ｍ〜１４ｍ程度となる。
管体１１の外直径は、６０ｍｍ〜１５０ｍｍ程度である。
管体１１の厚さは、好ましくは２．５ｍｍ〜４ｍｍ程度である。
図示は省略するが、先受け鋼管１０のまわりの地山２には、シリカレジンやモルタルなどの注入材が注入されている。 The length of each tube body 11 is 5 m or more. More preferably, the length is about 6 m to 7 m, whereby the total length of the receiving steel pipe 10 is about 12 m to 14 m.
The outer diameter of the tubular body 11 is about 60 mm to 150 mm.
The thickness of the tube body 11 is preferably about 2.5 mm to 4 mm.
Although illustration is omitted, an injection material such as silica resin or mortar is injected into the ground 2 around the front receiving steel pipe 10.

トンネル１は、次のようにして構築される。
図示しない掘削機によって地山２を掘削することでトンネル１を掘進し、切羽１ｅの直近にアーチ支保工３を建て込んだ後、図６（ａ）に示すように、ドリルジャンボ２０（先受け鋼管打設装置）を切羽１ｅの近くに設置する。
ドリルジャンボ２０のブーム２１の先端には、ガイドセル２２が設けられ、ガイドセル２２に油圧ドリフトなどの回転打撃手段２４が進退可能に設けられている。ガイドセル２２の長さは、２．５ｍ〜３ｍ程度であり、この種の先受け鋼管打設用として一般的な長さである。特殊仕様のガイドセルないしはドリルジャンボを用意する必要はない。 The tunnel 1 is constructed as follows.
After excavating the ground 2 with an excavator (not shown), the tunnel 1 is excavated, and the arch support 3 is installed in the vicinity of the face 1e. Then, as shown in FIG. A steel pipe placing device) is installed near the face 1e.
A guide cell 22 is provided at the tip of the boom 21 of the drill jumbo 20, and a rotary hitting means 24 such as a hydraulic drift is provided in the guide cell 22 so as to be able to move forward and backward. The length of the guide cell 22 is about 2.5 m to 3 m, which is a general length for driving this type of receiving steel pipe. No special guide cell or drill jumbo required.

先頭管体１１Ａ内に削孔ロッド２３を挿通するとともに、先頭管体１１Ａの先端のトップビット（ロストビット）２５に削孔ロッド２３の先端を係止する。
更に、先頭管体１１Ａの中間より後端側の部分をガイドセル２２に設置し、削孔ロッド２３の後端部を回転打撃手段２４に連結する。
先頭管体１１の中間より先端側の部分１１ｅは、ガイドセル２２から前方へ延び出る。長さ６ｍの先頭管体１１の場合、回転打撃手段２４を進退ストロークの後端に位置させた状態で、先頭管体１１の中間より先端側の前記延出部分１１ｅの長さは３ｍ〜３．５ｍとなる。 The drilling rod 23 is inserted into the leading pipe body 11A, and the tip of the drilling rod 23 is locked to the top bit (lost bit) 25 at the tip of the leading pipe body 11A.
Further, a portion of the leading tube body 11A on the rear end side with respect to the middle is installed in the guide cell 22, and the rear end portion of the drilling rod 23 is connected to the rotary striking means 24.
A portion 11e on the tip side of the middle of the lead tube body 11 extends forward from the guide cell 22. In the case of the front pipe body 11 having a length of 6 m, the length of the extension portion 11e on the front end side from the middle of the front pipe body 11 is 3 m to 3 with the rotary striking means 24 being positioned at the rear end of the advance/retreat stroke. It will be 0.5 m.

好ましくは、先頭管体１１Ａをガイドセル２２に取り付ける際は、先頭管体１１Ａの延出部分１１ｅの先端部をガイド筒４ｂに差し入れて支持させる。これによって、延出部分１１ｅの先端部が垂れた状態（図６（ａ）の二点鎖線）になるのを防止できる。特に、先頭管体１１Ａの先端にトップビット２５が設けられていても、前記垂れた状態になるのを確実に防止できる。
さらには、先頭管体１１Ａの荷重の一部をガイド部材４に担わせることで、先頭管体１１Ａのガイドセル２２への取り付け時における作業者の負担を軽減できる。 Preferably, when the leading tube body 11A is attached to the guide cell 22, the leading end of the extending portion 11e of the leading tube body 11A is inserted into the guide tube 4b to be supported. As a result, it is possible to prevent the tip portion of the extending portion 11e from dropping (dashed line in FIG. 6A). In particular, even if the top bit 25 is provided at the tip of the leading tube body 11A, it is possible to reliably prevent the above-mentioned hanging state.
Further, by causing the guide member 4 to bear a part of the load of the leading tube body 11A, it is possible to reduce the burden on the operator when the leading tube body 11A is attached to the guide cell 22.

先頭管体１１Ａの先端部をガイド筒４ｂに差し入れた状態で、回転打撃手段２４の駆動を開始する。これによって、先頭管体１１Ａの先端部が大きく振り回されるのを回避できる。振り回されるとしてもガイド筒４ｂの内径以内に抑えることができる。これによって、トップビット２５を先導させながら、先頭管体１１が切羽１ｅより掘進前方側の地山２へ打ち込まれる。ガイド筒４ｂの案内によって、先頭管体１１Ａの軸線をガイド筒４ｂの軸線に沿わせることができる。 The driving of the rotary striking means 24 is started in a state where the tip end portion of the leading tube body 11A is inserted into the guide cylinder 4b. As a result, it is possible to prevent the tip portion of the leading tube body 11A from being swung largely. Even if it is swung, it can be suppressed within the inner diameter of the guide cylinder 4b. As a result, the leading pipe body 11 is driven into the natural ground 2 on the excavation front side of the face 1e while leading the top bit 25. By the guide of the guide cylinder 4b, the axis of the leading tube body 11A can be aligned with the axis of the guide cylinder 4b.

打ち込みに伴って、回転打撃手段２４がガイドセル２２上を前進される。図６（ｂ）に示すように、回転打撃手段２４が進退ストロークの前端位置まで来たら、削孔ロッド２３をトップビット２５から切り離したうえで、図７（ａ）に示すように、回転打撃手段２４を進退ストロークの後端位置まで後退させ、削孔ロッド２３を継ぎ足して延長する。延長後の削孔ロッド２３の先端部をトップビット２５に係止させ、かつ該削孔ロッド２３の後端部を回転打撃手段２４に連結する。そして、図７（ｂ）に示すように、再び回転打撃手段２４を駆動させて前進させる。これによって、管体１１の長さに対して回転打撃手段２４のストロークが短くても、管体１１全体を地山に打ち込むことができる。 Along with the driving, the rotary hitting means 24 is advanced on the guide cell 22. As shown in FIG. 6( b ), when the rotary striking means 24 reaches the front end position of the forward/backward stroke, the drilling rod 23 is separated from the top bit 25, and then the rotary striking is performed as shown in FIG. 7( a ). The means 24 is retracted to the rear end position of the advance/retreat stroke, and the drilling rod 23 is extended to extend. The tip of the extended hole drilling rod 23 is locked to the top bit 25, and the rear end of the hole drilling rod 23 is connected to the rotary striking means 24. Then, as shown in FIG. 7B, the rotary striking means 24 is driven again to move it forward. Thereby, even if the stroke of the rotary striking means 24 is shorter than the length of the pipe body 11, the entire pipe body 11 can be driven into the ground.

図７（ｃ）に示すように、先頭管体１１Ａの後端部がガイド筒４ｂの近くまで挿入されたときは、回転打撃手段２４を再度進退ストロークの後端位置まで後退させ、回転打撃手段２４と先頭管体１１Ａとの間に末端管体１１Ｂを配置する。末端管体１１Ｂの中間より後端側の部分をガイドセル２２に取り付け、末端管体１１Ｂ内に通した削孔ロッド２３の後端部を回転打撃手段２４に連結する。
末端管体１１Ｂの中間より先端側の部分はガイドセル２２より前方へ延び出る。該末端管体１１Ｂの先端部を先頭管体１１Ａの後端部にねじ込むことによって、先頭管体１１Ａに末端管体１１Ｂを継ぎ足す。末端管体１１Ｂの継ぎ足し作業の際、末端管体１１Ｂの先端部をガイド筒４ｂに支持させてもよい。
そして、回転打撃手段２４の再駆動によって、２本の管体１１Ａ，１１Ｂからなる先受け鋼管１０を更に地山に打ち込む。このようにして、図１に示すように、１２ｍ程度の長さの先受け鋼管１０が切羽１ｅより掘進前方の地山２に埋設され、該地山２を先受けできる。 As shown in FIG. 7(c), when the rear end of the leading tube body 11A is inserted near the guide tube 4b, the rotary striking means 24 is retracted to the rear end position of the advancing/retracting stroke again, and the rotary striking means is moved. The end tube body 11B is arranged between the 24 and the head tube body 11A. A portion of the end tube body 11B on the rear end side with respect to the middle is attached to the guide cell 22, and the rear end portion of the hole-piercing rod 23 passed through the inside of the end tube body 11B is connected to the rotary striking means 24.
A portion of the end tube body 11B closer to the tip than the middle extends forward from the guide cell 22. By screwing the tip end portion of the end tube body 11B into the rear end portion of the lead tube body 11A, the end tube body 11B is added to the lead tube body 11A. The tip end portion of the end tube body 11B may be supported by the guide tube 4b when the end tube body 11B is replenished.
Then, by re-driving the rotary striking means 24, the front receiving steel pipe 10 including the two pipe bodies 11A and 11B is further driven into the ground. In this way, as shown in FIG. 1, the front receiving steel pipe 10 having a length of about 12 m is buried in the natural ground 2 ahead of the cutting face 1e, and the natural ground 2 can be received first.

先受け鋼管１０によれば、管体１１の引張強度及び耐力が一般構造用炭素鋼鋼管ＳＴＫ４００より高い分だけ管厚を薄肉にできる。薄肉にした分だけ１本あたりの管長を例えば６ｍ程度まで長くしても、人力で持ち運び可能な重さを維持できる。
管体１１の管長を６ｍ程度とすることによって、２本で先受け鋼管としての所要長さ（１２ｍ程度）になる。したがって、管体１１の継ぎ足し回数を１回に減数でき、継ぎ足し作業の労力を軽減でき、作業効率を改善できる。ひいては、施工期間の短縮を図ることができる。 According to the front receiving steel pipe 10, the pipe thickness can be reduced by the amount that the tensile strength and the yield strength of the pipe body 11 are higher than those of the general structural carbon steel pipe STK400. Even if the length of each pipe is reduced to about 6 m due to the reduced thickness, the weight that can be carried by human power can be maintained.
By setting the pipe length of the pipe body 11 to about 6 m, the required length (about 12 m) as the front receiving steel pipe is obtained with two pipes. Therefore, it is possible to reduce the number of times the pipes 11 are replenished to one, the labor of the replenishment work can be reduced, and the work efficiency can be improved. As a result, the construction period can be shortened.

次に、本発明の他の実施形態を説明する。以下の実施形態において既述の形態と重複する構成に関しては図面に同一符号を付して説明を省略する。
図８は、本発明の第２実施形態を示したものである。第２実施形態の先受け鋼管１０Ｂは、３本の管体１１を含む。これら３本の管体１１が一列に連結されている。各管体１１の長さは、３．５ｍ以上である。好ましくは４ｍ〜５ｍ程度であり、これによって、先受け鋼管１０Ｂの全長１２ｍ〜１５ｍ程度となる。管体１１をガイドセル２２に設置した時における延出部分１１ｅの長さは、ガイドセル２２の長さが２．５ｍ〜３ｍのとき、１ｍ〜２．５ｍ程度となる。
第２実施形態の先受け鋼管１０Ｂにおいては、継ぎ足し作業が２回で済む。また、第１実施形態よりも１本あたりの管体１１の長さが短いために、１本の管体１１を軽量化でき、持ち運びや継ぎ足し時の労力を一層軽減できる。 Next, another embodiment of the present invention will be described. In the following embodiments, the same reference numerals are given to the drawings for the configurations that are the same as the configurations described above, and the description will be omitted.
FIG. 8 shows a second embodiment of the present invention. The receiving steel pipe 10B of the second embodiment includes three pipe bodies 11. These three tubes 11 are connected in a line. The length of each tube 11 is 3.5 m or more. It is preferably about 4 m to 5 m, which makes the total length of the receiving steel pipe 10B about 12 m to 15 m. The length of the extending portion 11e when the pipe body 11 is installed in the guide cell 22 is about 1 m to 2.5 m when the length of the guide cell 22 is 2.5 m to 3 m.
In the receiving steel pipe 10B of the second embodiment, the replenishment work is required only twice. In addition, since the length of each tubular body 11 is shorter than that of the first embodiment, the weight of one tubular body 11 can be reduced, and the labor for carrying and replenishing can be further reduced.

本発明は、前記実施形態に限定されるものではなく、その趣旨を逸脱しない範囲において種々の改変をなすことができる。
例えば、本発明の先受け鋼管は、ＡＧＦ工法用に限らず、鏡補強工用の鋼管としても適用可能である。 The present invention is not limited to the above embodiment, and various modifications can be made without departing from the spirit of the present invention.
For example, the receiving steel pipe of the present invention is applicable not only to the AGF method but also to the mirror reinforcing work.

本発明は、例えばＡＧＦ工法用の先受け鋼管に適用できる。 INDUSTRIAL APPLICABILITY The present invention can be applied to, for example, a receiving steel pipe for the AGF method.

１ トンネル
１ｅ 切羽
２ 地山
３ アーチ支保工
４ ガイド部材
４ｂ ガイド筒
１０，１０Ｂ 先受け鋼管
１１ 管体
１１Ａ 先頭管体
１１ｅ 延出部分
２０ ドリルジャンボ（先受け鋼管打設装置）
２２ ガイドセル
２３ 削孔ロッド
２４ 回転打撃手段 DESCRIPTION OF SYMBOLS 1 tunnel 1e face 2 ground 3 arch support 4 guide member 4b guide cylinders 10 and 10B front receiving steel pipe 11 pipe 11A top pipe 11e extension part 20 drill jumbo (preceding steel pipe placing device)
22 Guide Cell 23 Drilling Rod 24 Rotating Impact Means

Claims (5)

トンネルの切羽の掘進方向前方の地山を先受けする先受け鋼管であって、
一列に連結された２本又は３本の管体からなり、
各管体の長さが２本の場合５ｍ以上、３本の場合３．５ｍ以上であり、
かつ各管体が、引張強度６５０Ｎ／ｍｍ２〜１５００Ｎ／ｍｍ２、耐力６００Ｎ／ｍｍ２〜１１５０Ｎ／ｍｍ２の鋼材によって構成されていることを特徴とする先受け鋼管。 A receiving steel pipe for receiving the ground ahead of the tunnel face in the direction of excavation,
Consists of two or three tubes connected in a row,
If the length of each pipe is two, it is 5 m or more, and if it is three, it is 3.5 m or more,
And previously received steel each tubular body, a tensile strength 650N / mm 2 ~1500N / mm 2 , characterized in that it is constituted by a steel yield strength 600N / mm 2 ~1150N / mm 2 . 前記各管体の厚さが、２．５ｍｍ〜４ｍｍであることを特徴とする請求項１に記載の先受け鋼管。 The receiving steel pipe according to claim 1, wherein the thickness of each pipe body is 2.5 mm to 4 mm. 前記各管体の外直径が、６０ｍｍ〜１５０ｍｍであることを特徴とする請求項１又は２に記載の先受け鋼管。 The receiving steel pipe according to claim 1 or 2, wherein an outer diameter of each pipe body is 60 mm to 150 mm. 請求項１〜３の何れか１項に記載の先受け鋼管をトンネルの切羽の掘進方向前方の地山に打ち込むことによって前記地山を先受けする先受け工法であって、
前記先受け鋼管における先頭の管体内に削孔ロッドを挿通するとともに前記先頭管体の先端のトップビットに前記削孔ロッドの先端を係止し、かつ前記先頭管体の先端側の部分が先受け鋼管打設装置のガイドセルから延び出るようにして前記先頭管体の後端側の部分を前記ガイドセルに設置し、かつ前記削孔ロッドの後端部を前記先受け鋼管打設装置の回転打撃手段に連結し、更に前記切羽の近くに建て込まれたアーチ支保工のウエブを貫通するガイド筒に前記先頭管体の先端部を差し入れた状態で、前記回転打撃手段の駆動を開始することを特徴とする先受け工法。 A pre-receiving construction method for pre-receiving the ground by driving the front-receiving steel pipe according to any one of claims 1 to 3 into the ground in front of the tunnel face in the direction of excavation,
The drill rod is inserted into the leading body of the front receiving steel pipe, the tip of the drill rod is locked to the top bit at the tip of the leading tube, and the tip side portion of the leading tube is first. The rear end portion of the leading tube body is installed in the guide cell so as to extend from the guide cell of the receiving steel pipe placing device, and the rear end portion of the drilling rod is provided in the receiving steel pipe placing device. The driving of the rotary striking means is started in a state in which the tip end portion of the leading tube body is inserted into a guide tube that is connected to the rotary striking means and further penetrates the web of the arch support work built near the face. The front-end construction method characterized in that 前記先頭管体を前記ガイドセルから１ｍ以上延び出させた状態で、前記回転打撃手段の駆動を開始することを特徴とする請求項４に記載の先受け工法。 The pre-receiving method according to claim 4, wherein the driving of the rotary striking means is started in a state in which the leading tube is extended from the guide cell by 1 m or more.
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