JP5036650B2 - Construction method of arch type advance support work - Google Patents

Construction method of arch type advance support work Download PDF

Info

Publication number
JP5036650B2
JP5036650B2 JP2008182193A JP2008182193A JP5036650B2 JP 5036650 B2 JP5036650 B2 JP 5036650B2 JP 2008182193 A JP2008182193 A JP 2008182193A JP 2008182193 A JP2008182193 A JP 2008182193A JP 5036650 B2 JP5036650 B2 JP 5036650B2
Authority
JP
Japan
Prior art keywords
arch
tunnel
joint
ground
steel wire
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
JP2008182193A
Other languages
Japanese (ja)
Other versions
JP2008280842A (en
Inventor
茂治 岩永
守哉 原
正毅 稲田
喬 岡田
勉 松尾
仁 手塚
昭浩 中北
章文 荒木
壮太郎 松本
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Kumagai Gumi Co Ltd
Original Assignee
Kumagai Gumi Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Kumagai Gumi Co Ltd filed Critical Kumagai Gumi Co Ltd
Priority to JP2008182193A priority Critical patent/JP5036650B2/en
Publication of JP2008280842A publication Critical patent/JP2008280842A/en
Application granted granted Critical
Publication of JP5036650B2 publication Critical patent/JP5036650B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Images

Landscapes

  • Excavating Of Shafts Or Tunnels (AREA)
  • Lining And Supports For Tunnels (AREA)

Description

本発明は、例えば、トンネルの掘削に先立って地中に構築される支保工である先行支保工に関するもので、特に、複数の筒体をその断面が所定のアーチ形状に沿うように互いに連結させながら地中に挿入・埋設して構築されるアーチ型の先行支保工に関する。   The present invention relates to a prior support work, for example, a support work that is built in the ground prior to excavation of a tunnel, and in particular, a plurality of cylinders are connected to each other so that their cross sections follow a predetermined arch shape. It is related to the arch-type advanced support construction that is constructed by being inserted and buried in the ground.

一般に、軟弱な地盤にトンネルを掘進する際には、掘削作業を行う前に、切羽からトンネル周辺の地山に掘進方向に向けてボーリングを行い、この削孔内に注入管を挿入して地盤固化剤を注入して上記地山を補強した後、上記補強した部分を掘削して支保工を構築する方法が行われている。しかし、この方法では、地山の補強と支保工の構築とを交互に繰り返して行わなければならないため、作業効率が悪く、工期が長期化するといった問題点があった。そこで、予め、トンネルの掘進方向に先進導坑を構築した後、上記先進導坑の側壁より、本坑のトンネル断面のアーチ部となる地山内へ所定の曲率を有する曲がり鋼管を挿入・埋設してこれを先行支保工とし、しかる後に地山を掘削する方法が提案されている。   In general, when excavating a tunnel in soft ground, before excavation work, drill from the face to the ground around the tunnel in the direction of excavation, and insert an injection pipe into this drilling hole. A method of constructing a supporting work by excavating the reinforced portion after injecting a solidifying agent to reinforce the natural ground is performed. However, this method has a problem in that work efficiency is poor and the construction period is prolonged because it is necessary to alternately repeat the reinforcement of the natural ground and the construction of the support work. Therefore, after constructing the advanced guiding pit in the tunnel digging direction in advance, a bent steel pipe having a predetermined curvature is inserted and embedded from the side wall of the advanced guiding pit into the natural ground that becomes the arch part of the tunnel cross section of the main mine. A method for excavating natural ground has been proposed.

具体的には、図7(a),(b)に示すような、地山2に挿入する鋼管を、その側面に注入孔51hを有する曲がり鋼管(以下、外管という)51と、この外管51内に設けられた内管52との二重管構造とするとともに、上記内管52の先端部に、モータ53aにより回転する先端ビット53bを備えた先端装置53を取付けて地山2を掘削しながら上記二重管を推進する曲線ボーリング装置50を用いて上記外管51を上記地山2内に挿入して埋設する。この曲線ボーリング装置50では、外管51と内管52とを、先進導坑1内において、スイベル54にて結合し、外管51の外周面を推進装置55のホルダ55Hにて把持して推進させ、上記先端装置53で地山2を掘削しながら、上記外管51と内管52とを同時に地山2内に挿入させる。   Specifically, as shown in FIGS. 7 (a) and 7 (b), a steel pipe to be inserted into the natural ground 2 is a bent steel pipe (hereinafter referred to as an outer pipe) 51 having an injection hole 51h on its side surface. A double pipe structure with an inner pipe 52 provided in the pipe 51 is provided, and a tip device 53 having a tip bit 53b rotated by a motor 53a is attached to the tip portion of the inner pipe 52 to attach the natural ground 2 The outer pipe 51 is inserted and buried in the natural ground 2 using a curved boring device 50 that propels the double pipe while excavating. In this curved boring device 50, the outer tube 51 and the inner tube 52 are coupled by the swivel 54 in the advanced guiding shaft 1, and the outer peripheral surface of the outer tube 51 is held by the holder 55 </ b> H of the propulsion device 55 and propelled. The outer pipe 51 and the inner pipe 52 are simultaneously inserted into the natural ground 2 while excavating the natural ground 2 with the tip device 53.

そして、上記地山2を掘削して外管51と内管52とを推進する工程と、内管52と外管51のそれぞれを繋ぎ合わせて二重管を延長する工程とを繰り返し行いながら、外管51を所定の長さまで挿入した後、上記先端装置53と内管52とを回収し、上記外管51内に、図8(a)に示すような、吐出口56hの前,後にパッカー56pを備えた注入管56を挿入し、上記注入管56の後端部に接続された注入液移送管57を介して圧送された地盤固化剤を上記外管51内に吐出させ、上記外管51の側面に設けられた注入孔51hからトンネル周辺の地山2に上記地盤固化剤を注入して上記地山2を補強する。これにより、図8(b)に示すような、上記地盤固化剤で補強された地山部2Mに埋設された複数本の外管51,51,‥‥から成る先行支保工58を構築することができる(例えば、特許文献1,2参照)。   Then, while repeating the step of excavating the natural ground 2 to propel the outer tube 51 and the inner tube 52 and the step of connecting the inner tube 52 and the outer tube 51 to extend the double tube, After the outer tube 51 is inserted to a predetermined length, the tip device 53 and the inner tube 52 are collected, and the packer is placed in the outer tube 51 before and after the discharge port 56h as shown in FIG. An injection pipe 56 provided with 56p is inserted, and the ground solidifying agent pumped through the injection liquid transfer pipe 57 connected to the rear end of the injection pipe 56 is discharged into the outer pipe 51, and the outer pipe The ground solidifying agent is injected into the ground 2 around the tunnel from the injection hole 51h provided on the side surface of the ground 51 to reinforce the ground 2. As a result, as shown in FIG. 8 (b), a preceding support 58 comprising a plurality of outer pipes 51, 51,... Embedded in the natural ground portion 2M reinforced with the ground solidifying agent is constructed. (For example, see Patent Documents 1 and 2).

しかし、上記先行支保工58は、トンネルの横断面方向には連続しているが、トンネル軸方向には連結されていないため、設置個所によっては強度的に十分とはいえない場合があった。
そこで、図9(a)に示すように、アーチ部となる地山2内に、上記アーチ部に沿って、トンネルの軸方向に延長する多数の継手付き鋼管61を互いに隣接させて推進・埋設してこれを先行支保工60とし、その後、上記先行支保工60内部を掘削してトンネルを構築する方法が提案されている。上記継手付き鋼管61は、詳細には、図9(b)に示すように、断面が台形状の鋼製の本体61mとこの本体61mの両側面の上端部及び下端部から隣接する継手付き鋼管61の本体61mの側面の上端部及び下端部側にそれぞれ突出する継手61a,61b及び継手61c,61dを備えた第1の継手付き鋼管61Aと、上記継手61a〜61dに係合する継手61p〜61sを備えた第2の継手付き鋼管61Bの2種類があり、上記第1の継手付き鋼管61Aの継手61a,61bに、上記第1の継手付き鋼管61Aに隣接する第2の継手付き鋼管61Bの継手61p,61qをそれぞれ嵌合させるなどして、継手付き鋼管61,61同士をトンネルの円周方向に沿って連結した後、上記継手付き鋼管61内にコンクリートを充填して先行支保工60を構築する(例えば、非特許文献1参照)。
特開2000−160980号公報(第2,3頁、第1,3図) 特開2002−242581号公報(第2,3頁、第1−3図) JR東日本パンフレット;「東北本線王子駅構内、首都高速道路新設他工事」
However, although the preceding support 58 is continuous in the cross-sectional direction of the tunnel, it is not connected in the tunnel axial direction, so that it may not be sufficient in strength depending on the installation location.
Therefore, as shown in FIG. 9 (a), a number of steel pipes 61 with joints extending in the axial direction of the tunnel along the arch portion are propelled and buried in the natural ground 2 serving as the arch portion. A method has been proposed in which this is used as the preceding support work 60, and then a tunnel is constructed by excavating the inside of the preceding support work 60. Specifically, as shown in FIG. 9 (b), the steel pipe 61 with a joint has a trapezoidal steel main body 61m and a steel pipe with a joint adjacent to the upper and lower ends of both side surfaces of the main body 61m. A steel pipe 61A with a first joint provided with joints 61a and 61b and joints 61c and 61d projecting from the upper end and lower end of the side surface of the main body 61m of the body 61, and joints 61p to 61p engaged with the joints 61a to 61d, respectively. There are two types of steel pipes 61B with second joints provided with 61s, and the steel pipes 61B with second joints adjacent to the steel pipes 61A with the first joints are provided in the joints 61a and 61b of the steel pipes 61A with the first joints. The jointed steel pipes 61, 61 are connected together along the circumferential direction of the tunnel by, for example, fitting the joints 61p, 61q of the steel pipes, and then the concrete-filled steel pipe 61 is filled with concrete. Building a 支保 Engineering 60 (e.g., see Non-Patent Document 1).
Japanese Unexamined Patent Publication No. 2000-160980 (pages 2, 3 and 1, 3) Japanese Patent Laid-Open No. 2002-242581 (pages 2, 3 and 1-3) JR East pamphlet; "Tohoku Main Line Oji Station premises, Metropolitan Expressway construction and other construction"

ところで、近年は、トンネル内の不要な上部空間を少なくするために、扁平なアーチ部を有する断面形状を有するトンネルの構築が盛んに行われている。また、トンネル坑口部や土被りが薄い場合にも、半円状のアーチ形成が見込めないことから、アーチ部の形状を扁平にする必要があった。
しかしながら、先行支保工を構成するアーチ部の形状が扁平な場合には、元々上記アーチに沿った軸力が小さいため、上記先行支保工内部を掘削すると、図10に示すように、上記アーチ部に作用する引張力Fが大きくなってしまう。そのため、構造体として弱体化してしまい、先行支保工として十分に機能しないといった問題点があった。このような問題は、特に、トンネルの断面が大きいほど著しいことから、先行支保工の強度を更に高める必要があった。
具体的には、上記継手付き鋼管61内のコンクリートは、上記引張力に対しては寄与しないので、上記引張力は上記継手61a〜61d及び継手61p〜61sに作用するため、上記継手61a〜61d及び継手61p〜61sには高い強度が要求されている。このため、上記従来の方法では、図9(b)に示すように、上記継手61a〜61d及び継手61p〜61sの形状を結合強度が高い構造とするとともに、上記継手61aと継手61pの連結部、及び、継手61bと継手61qとの連結部にグラウト62を注入し、外側をグラウト鋼板63やコーキング材64で覆って更に連結を強固にするようにしている。
しかしながら、上記従来の先行支保工の構築方法では、複雑な形状の継手61a〜61d及び継手61p〜61sを有する継手付き鋼管61を、少なくとも2種類用いる必要があるだけでなく、継手61a〜61s及び継手61p〜61sを更に補強してやる必要があった。
また、継手61a〜61d及び継手61p〜61sの形状が複雑なことから、継手付き鋼管61,61同士を連結させながらスムーズに推進させることが難しいといった問題点があった。
By the way, in recent years, in order to reduce an unnecessary upper space in the tunnel, a tunnel having a cross-sectional shape having a flat arch portion has been actively constructed. In addition, even when the tunnel wellhead or the earth covering is thin, it is not possible to form a semicircular arch, so it is necessary to make the shape of the arch flat.
However, when the shape of the arch part constituting the preceding support work is flat, since the axial force along the arch is originally small, when the inside of the preceding support work is excavated, as shown in FIG. The tensile force F acting on the will increase. For this reason, there is a problem that the structure is weakened and does not function sufficiently as a preceding support work. Such a problem is particularly remarkable as the cross section of the tunnel is larger, so that it is necessary to further increase the strength of the preceding support work.
Specifically, since the concrete in the steel pipe 61 with a joint does not contribute to the tensile force, the tensile force acts on the joints 61a to 61d and the joints 61p to 61s, and thus the joints 61a to 61d. The joints 61p to 61s are required to have high strength. For this reason, in the conventional method, as shown in FIG. 9B, the shapes of the joints 61a to 61d and the joints 61p to 61s have a high coupling strength, and the connecting portion between the joint 61a and the joint 61p. The grout 62 is injected into the connecting portion between the joint 61b and the joint 61q, and the outer side is covered with the grout steel plate 63 or the caulking material 64 to further strengthen the connection.
However, in the conventional construction method of the preceding support work, it is not only necessary to use at least two types of steel pipes 61 with joints having joints 61a to 61d and joints 61p to 61s having complicated shapes, but also joints 61a to 61s and It was necessary to further reinforce the joints 61p to 61s.
Moreover, since the shapes of the joints 61a to 61d and the joints 61p to 61s are complicated, there is a problem that it is difficult to smoothly push the steel pipes 61 and 61 with joints while connecting them.

本発明は、従来の問題点に鑑みてなされたもので、アーチ部の形状が扁平な場合でも、強固なアーチ型先行支保工を容易に構築することのできるアーチ型先行支保工の構築方法を提供することを目的とする。   The present invention has been made in view of the conventional problems, and there is provided a construction method for an arch-type preceding support that can easily construct a strong arch-type preceding support even when the shape of the arch is flat. The purpose is to provide.

本発明者らは、鋭意検討を重ねた結果、先行支保工などのアーチ型地中構造体に、そのアーチ部に沿った圧縮力が作用した状態となるように予めプレストレスを与えるようにすることにより、上記アーチ部に引張力が作用した場合でも、上記アーチ型地中構造体を構成するコンクリート等の硬化性の材料が圧縮領域内で変形するので、上記アーチ型地中構造体の上記引張力に対する強度を向上させることができることを見いだし、本発明に到ったものである。
すなわち、本発明の請求項1に記載の発明は、トンネルの掘削に先立って設置される、トンネルの軸方向に延長する複数の継手付き筒体をその断面が上記トンネルの横断面のアーチ部の形状に沿うように連結させながら地中に挿入・埋設して形成されるアーチ型先行支保工の構築方法であって、上記アーチ部の両端となる部分にそれぞれ先進導坑を構築する工程と、上記複数の継手付き筒体の本体である角型管の連結部側の側面にそれぞれ貫通孔を形成するとともに、後に挿入する継手付き筒体の継手を先に挿入した継手付き筒体の継手に係合させるようにして地山内に挿入することで、上記複数の継手付き筒体を、互いに隣接する継手付き筒体の角型管同士を所定の空隙部を介して連結させながら地中に挿入・埋設する工程と、複数の鋼線を束ねて保護管で覆った鋼線束を、上記貫通孔を通して一方の先進導坑側から他方の先進導坑側まで送る工程と、上記連結されて地中に挿入・埋設された継手付き筒体の上記角型管内と上記空隙部にコンクリートを充填して先行支保工を構築する工程と、上記鋼線束に緊張力を作用させた状態で上記鋼線束の両端部を上記一方及び他方の先進導坑側のそれぞれに設けられた反力板にそれぞれ固定する工程とを備え、上記鋼線束を上記反力板に固定する工程では、上記充填されたコンクリートが固まった後に上記反力板で反力をとりながら上記鋼線束の両端部を上記反力板に固定することで、上記アーチ部の内側の地山の掘削に先行して、上記反力板の間に固定された状態で地中に埋設されている上記先行支保工に上記アーチ部に沿った圧縮力を予め与えることを特徴とする。
As a result of intensive studies, the present inventors apply prestress to an arch type underground structure such as a preceding support work in advance so that a compressive force is applied along the arch portion. Thus, even when a tensile force acts on the arch portion, a curable material such as concrete constituting the arch type underground structure is deformed in a compression region. It has been found that the strength against tensile force can be improved, and the present invention has been achieved.
That is, according to the first aspect of the present invention, a plurality of jointed cylinders that are installed prior to tunnel excavation and extend in the axial direction of the tunnel have cross sections of the arch portion of the cross section of the tunnel. It is a construction method of an arch type preceding support work formed by being inserted and buried in the ground while being connected so as to conform to the shape, and a step of constructing an advanced guide shaft in each of the parts that are both ends of the arch part, A through hole is formed in each side surface of the connecting portion side of the square tube which is the main body of the plurality of jointed tubular bodies, and the joint of the jointed tubular body to be inserted later is inserted into the joint of the tubular body with joint. By inserting into the natural ground so as to be engaged, the plurality of cylinders with joints are inserted into the ground while connecting the square tubes of the cylinders with joints adjacent to each other via a predetermined gap.・ Embedding process and multiple steel wires Bundled steel wire bundle covered with a protective tube, a step of sending from one advanced pilot tunnel side through the through hole to the other advanced pilot tunnel side, of the connecting has been inserted into the ground, buried joint with the tubular body process and both ends the one and the other advanced to the steel wire bundles in a state in which the action of tension to the steel wire bundles constructing the preceding支保Engineering filled with concrete and the squareness tube and within said air gap A step of fixing the steel wire bundle to the reaction force plate, and in the step of fixing the steel wire bundle to the reaction force plate, after the filled concrete is hardened, the reaction plate is reacted with the reaction force plate. by the ends of the steel wire bundle while taking the force to fix the above reactive force plate, prior to drilling natural ground inside of the arch, buried in the ground in a state of being fixed to the reaction force plates pressure along the arch to the preceding shoring being Characterized in that empower advance.

本発明によれば、トンネルの軸方向に延長する複数の継手付き筒体を、その断面が上記トンネルの横断面のアーチ部の形状に沿うように、互いに隣接する継手付き筒体の角型管同士を空隙部を介して連結させながら地中に挿入・埋設してアーチ部を形成しアーチ型の先行支保工を構築する際に、複数の鋼線を束ねて保護管で覆った鋼線束を筒体に設けられた貫通孔を通して一方の先行導坑側から他方の先行導坑側まで送り反力板に固定してから、上記連結されて地中に挿入・埋設された継手付き筒体の上記角型管の内部と上記空隙部の内部にコンクリートを充填し、上記充填されたコンクリートが固まった後に上記反力板で反力をとりながら上記鋼線束の両端部を上記反力板に固定することで、上記反力板の間に固定された状態で地中に埋設されている上記先行支保工に、上記アーチ部の内側の地山の掘削に先行して、上記アーチ部に沿った圧縮力を予め与えておき、しかる後に、上記アーチ部の内側を掘削するようにしたので、上記アーチ部に引張力が作用した場合でも、上記アーチ型先行支保工を構成する硬化性の材料が圧縮領域内で変形することができる。その結果、上記アーチ型先行支保工の上記引張力に対する強度が向上するので、アーチ部の形状が扁平な場合でも、強固なアーチ型先行支保工を構築することができる。
According to the present invention, a plurality of joint-attached cylinders extending in the axial direction of the tunnel are adjacent to each other so that the cross-section thereof follows the shape of the arch portion of the cross- section of the tunnel. When building an arch-type advanced support structure by inserting and embedding in the ground while connecting each other through a gap, constructing an arch-type advanced support work, a steel wire bundle covered with a protective tube Of the cylinder with a joint which is connected to the feed reaction force plate through the through-hole provided in the cylinder from the one of the preceding guiding mine side to the other leading mine side, and then inserted and buried in the ground . Concrete is filled into the square tube and the gap, and both ends of the steel wire bundle are used as the reaction plate while taking the reaction force with the reaction plate after the filled concrete is solidified. By fixing, it is buried in the ground while being fixed between the reaction force plates. Before the excavation of the natural ground inside the arch part, the compressive force along the arch part is given in advance to the preceding support work, and then the inside of the arch part is excavated. As a result, even when a tensile force acts on the arch portion, the curable material constituting the arch type advance support can be deformed in the compression region. As a result, the strength against the tensile force of the arch type advance support is improved, so that even when the shape of the arch portion is flat, a strong arch type advance support can be constructed.

以下、本発明の実施の形態について、図面に基づき説明する。
図1(a)は、本発明の一実施の形態を示す図で、同図において、1A,1Bは地山2に構築される大断面トンネル3の横断面のアーチ部4の両端となる部分に設けられた先進導坑、10は上記トンネル3のアーチ部4に沿って挿入・埋設された、トンネル軸方向に延長する継手付き筒体、20は上記アーチ部4に沿って配置され、上記複数の互いに連結された継手付き筒体10を貫通する複数の鋼線20zを束ねて成る鋼線束で、上記連結された継手付き筒体10の両端部は、上記先進導坑1A,1B内に設けられた反力板5A,5Bにそれぞれ当接または固定されている。
本例では、図1(b)に示すように、上記鋼線束20の両端部をそれぞれ固定した固定端20a,20bに、反力板5A,5Bで反力をとりながら緊張力pを作用させ、上記固定端20a,20bと上記反力板5A,5Bとの間にできた隙間に楔6を打ち込んで固定するなどして、上記鋼線束20の固定端20a,20bを上記反力板5A,5Bに固定することにより、上記反力板5Aと反力板5Bとの間に配置された互いに連結された継手付き筒体10から成る先行支保工10Rに圧縮力Pを作用させるようにしている。
なお、鋼線束20の固定端20a(または、固定端20b)は、上記反力板5A(または、反力板5B)に固定し、他方の固定端20b(または、固定端20a)のみを反力板5B(または、反力板5A)で反力をとりながら緊張力pを作用させるようにしてもよい。
Hereinafter, embodiments of the present invention will be described with reference to the drawings.
FIG. 1A is a diagram showing an embodiment of the present invention. In FIG. 1A, 1A and 1B are portions which are both ends of an arch portion 4 of a transverse section of a large section tunnel 3 constructed in a natural ground 2 Advanced guiding shaft provided in 10 is inserted and buried along the arch portion 4 of the tunnel 3, and is a cylinder with a joint extending in the tunnel axial direction, 20 is disposed along the arch portion 4, A steel wire bundle formed by bundling a plurality of steel wires 20z penetrating through a plurality of jointed tubular bodies 10 connected to each other, and both ends of the joined jointed tubular bodies 10 are located in the advanced guide shafts 1A and 1B. The reaction plates 5A and 5B are provided in contact with or fixed to each other.
In this example, as shown in FIG. 1 (b), a tension force p is applied to the fixed ends 20a and 20b to which the both ends of the steel wire bundle 20 are fixed while the reaction force plates 5A and 5B are applied with the reaction force. The fixed ends 20a and 20b of the steel wire bundle 20 are fixed to the reaction force plate 5A by driving a wedge 6 into a gap formed between the fixed ends 20a and 20b and the reaction force plates 5A and 5B. , 5B, the compressive force P is applied to the preceding support 10R composed of the jointed cylinders 10 arranged between the reaction force plate 5A and the reaction force plate 5B. Yes.
The fixed end 20a (or fixed end 20b) of the steel wire bundle 20 is fixed to the reaction force plate 5A (or reaction force plate 5B) and only the other fixed end 20b (or fixed end 20a) is counteracted. The tension force p may be applied while taking the reaction force with the force plate 5B (or the reaction force plate 5A).

次に、本発明によるアーチ型先行支保工の構築方法を用いたトンネルの施工方法について説明する。
まず、上記継手付き筒体10の本体である、断面が角型の鋼管(以下、角型管という)11内に削孔推進機を設置し、地山を掘削しながら、上記継手付き筒体10を、その断面が所定のアーチ形状に沿うように互いに連結させながら地中に挿入・埋設する。次に、図2に示すように、上記継手付き筒体10に隣接する継手付き筒体10Aを上記地山内に推進する。このとき、次に埋設する継手付き筒体10Aの継手12Aを、先に挿入・埋設した継手付き筒体10の継手12に係合させるようにして、上記継手付き筒体10Aを地山2内に挿入する。これにより、上記継手付き筒体10Aを、上記継手付き筒体10に連結しながら、上記継手付き筒体10に沿ってトンネル軸方向に埋設することが可能となる。なお、本例では、後述するように、上記継手12,12Aには大きな引張力が作用しないので、挿入する側の継手12の形状、及び、上記継手12を把持する把持する側の継手12Aの形状は、上記従来の継手61a〜61d及び継手61p〜61sのような複雑な形状にする必要もなく、単に、相手側の継手をガイドすることのできるような形状であればよい。また、継手12,12Aの接続部についても特に補強する必要もない。
Next, the construction method of the tunnel using the construction method of the arch type advance support structure by this invention is demonstrated.
First, a drilling propulsion machine is installed in a steel pipe 11 having a square cross section (hereinafter referred to as a square pipe) 11 which is the main body of the jointed tubular body 10, and the jointed tubular body is excavated from a natural ground. 10 are inserted and embedded in the ground while being connected to each other so that the cross-sections thereof follow a predetermined arch shape. Next, as shown in FIG. 2, the jointed cylinder 10 </ b> A adjacent to the jointed cylinder 10 is propelled into the ground. At this time, the joint 12A of the cylinder 10A with a joint to be embedded next is engaged with the joint 12 of the cylinder 10 with the joint previously inserted and embedded, so that the cylinder 10A with the joint is placed in the ground 2 Insert into. Thereby, it becomes possible to embed the cylinder 10A with a joint in the tunnel axis direction along the cylinder 10 with a joint while being connected to the cylinder 10 with a joint. In this example, as will be described later, since a large tensile force does not act on the joints 12 and 12A, the shape of the joint 12 on the insertion side and the joint 12A on the gripping side that grips the joint 12 are not included. The shape does not need to be a complicated shape as in the conventional joints 61a to 61d and the joints 61p to 61s, and may simply be a shape that can guide the mating joint. Moreover, it is not necessary to reinforce especially the connection part of the couplings 12 and 12A.

その後、トンネルの横断面の上記アーチ部に沿って、上記複数の継手付き筒体10を貫通する複数の鋼線20zを束ねた鋼線束20を配置する。具体的には、図3に示すように、継手付き筒体10の本体である角型管11の側面11a,11bに、それぞれ複数の貫通孔11sを形成し、上記鋼線束20を上記貫通孔11sを通して配置する。上記貫通孔11sは、角型管11を埋設する前に予め設けておき、継手付き筒体10の埋設時には上記貫通孔11sを蓋部材で塞いでおき、継手付き筒体10の埋設後に上記蓋部材を取り外すようにしたり、継手付き筒体10の埋設後に、角型管11の内側からガス溶断等でくり抜いて形成する。   Then, the steel wire bundle 20 which bundled the several steel wire 20z which penetrates the said several cylinder 10 with a joint is arrange | positioned along the said arch part of the cross section of a tunnel. Specifically, as shown in FIG. 3, a plurality of through holes 11 s are formed in the side surfaces 11 a and 11 b of the rectangular tube 11 that is the main body of the jointed tubular body 10, and the steel wire bundle 20 is connected to the through holes. Place through 11s. The through hole 11s is provided in advance before embedding the square tube 11, and when the cylinder 10 with joint is embedded, the through hole 11s is closed with a lid member, and the lid is formed after the cylinder 10 with joint is embedded. It is formed by removing a member or by hollowing out the rectangular tube 11 from the inside of the rectangular tube 11 after burying the tubular body 10 with a joint.

次に、上記鋼線束20を、一方の先進導坑1A(または、先進導坑1B)の内側から角型管11の上記貫通孔11sに導入し、これを他方の先進導坑1B(または、先進導坑1A)まで送る。そして、上記継手付き筒体10内にコンクリートを充填させて先行支保工10Rを構築した後、図1(a),(b)に示すように、反力板5A,5Bで反力をとりながら、上記鋼線束20の両端部をそれぞれ固定した固定端20a,20bをジャッキ等により上記アーチ部4の延長線上に緊張力pを作用させる。そして、上記緊張力pにより上記固定端20a,20bと上記反力板5A,5Bとの間にできた隙間に楔6を打ち込んで固定するなどして、上記鋼線束20の固定端20a,20bを固定することにより、上記反力板5Aと反力板5Bとの間に配置された先行支保工10Rに、トンネルの横断面の上記アーチ部に沿った圧縮力を与えることができる。なお、上記鋼線束20に緊張力pを作用させるのは、継手付き筒体10内のコンクリートが固まった後であるので、上記鋼線束20は保護管等で予め覆っておき、コンクリートと一体化しないようにしておく必要があることはいうまでもない。
最後に、上記先進導坑1A,1B及び上記先行支保工10Rで囲まれた地山2を掘削して、大断面を有するトンネルを構築する。
本例では、上記先行支保工10Rのコンクリートには予め圧縮力が加えられているので、地山2の掘削後に、上記アーチ型の先行支保工10Rに引張力が作用した場合でも、上記コンクリートは圧縮領域内で変形して上記引張力を受けることができる。したがって、上記先行支保工10Rは、継手を補強しなくても、上記引張力に十分に対応することができる。
Next, the steel wire bundle 20 is introduced into the through hole 11s of the square pipe 11 from the inside of one advanced guiding shaft 1A (or advanced guiding shaft 1B), and this is introduced into the other advanced guiding shaft 1B (or Send to Advanced Guide 1A). And after filling concrete in the said cylinder 10 with a joint and constructing | assembling the preceding support work 10R, as shown to FIG. 1 (a), (b), taking reaction force with reaction force board 5A, 5B A tension force p is applied on the extension line of the arch portion 4 by using jacks or the like to the fixed ends 20a and 20b to which both ends of the steel wire bundle 20 are fixed. And the fixed ends 20a and 20b of the steel wire bundle 20 are driven by fixing the wedge 6 in the gap formed between the fixed ends 20a and 20b and the reaction force plates 5A and 5B by the tension force p. Can be applied to the preceding support 10R disposed between the reaction force plate 5A and the reaction force plate 5B, so that a compressive force along the arch portion of the cross section of the tunnel can be applied. The tension p is applied to the steel wire bundle 20 after the concrete in the jointed tubular body 10 is hardened. Therefore, the steel wire bundle 20 is previously covered with a protective tube or the like and integrated with the concrete. It goes without saying that it is necessary to avoid this.
Finally, the natural ground 2 surrounded by the advanced guiding shafts 1A and 1B and the preceding support work 10R is excavated to construct a tunnel having a large cross section.
In this example, since the compressive force is applied in advance to the concrete of the preceding support work 10R, even if a tensile force is applied to the arch type pre-support work 10R after excavation of the natural ground 2, the concrete is It can be deformed within the compression region to receive the tensile force. Accordingly, the preceding support work 10R can sufficiently cope with the tensile force without reinforcing the joint.

このように、本実施の形態では、トンネルのアーチ部となる地山2内へ、トンネル軸方向に延長する複数の継手付き筒体10を、その継手12を互いに係合させて連結させながら、上記アーチ部に沿って挿入・埋設するとともに、上記継手付き筒体10の両端側をトンネルのアーチ部4の両端側に構築された先進導坑1A,1Bに設けられた反力板5A,5Bに当接または固定し、更に、上記アーチ部4に沿って、上記複数の継手付き筒体10を貫通する鋼線束20を配置してから、上記継手付き筒体10内にコンクリートを充填して先行支保工10Rを構築し、その後、上記反力板5A,5Bで反力をとりながら、上記鋼線束20に緊張力を作用させた状態で上記鋼線束20の固定端20a,20bを反力板5A,5Bに固定して、上記反力板5Aと反力板5Bとの間に配置された先行支保工10Rに予め圧縮力を作用させるようにし、しかる後に上記先行支保工10Rと先進導坑1A,1Bとで囲まれた部分の地山2を掘削するようにしたので、上記アーチ部に引張力が作用した場合でも、上記先行支保工10Rの上記引張力に対する強度を向上させることができる。したがって、簡単な継手構造でかつ継手を補強することなく、強固な大断面トンネル用の先行支保工を構築することができる。   As described above, in the present embodiment, a plurality of cylinders 10 with joints extending in the tunnel axis direction are connected into the natural ground 2 serving as the arch portion of the tunnel by engaging the joints 12 with each other, Reaction force plates 5A and 5B provided in advanced guide shafts 1A and 1B constructed on both ends of the arch portion 4 of the tunnel with both end sides of the tubular body 10 with joints inserted and buried along the arch portion. The steel wire bundle 20 passing through the plurality of jointed tubular bodies 10 is disposed along the arch portion 4 and filled with concrete in the jointed tubular body 10. The leading support 10R is constructed, and then the reaction force is applied to the steel wire bundle 20 while the reaction force is applied to the steel wire bundle 20 while the reaction force is applied by the reaction force plates 5A and 5B. Fix to plates 5A and 5B and A compressive force is applied in advance to the preceding support 10R disposed between the plate 5A and the reaction force plate 5B, and then the portion of the ground surrounded by the preceding support 10R and the advanced guide shafts 1A and 1B Since the mountain 2 is excavated, even when a tensile force acts on the arch portion, the strength of the preceding support work 10R with respect to the tensile force can be improved. Therefore, a strong support structure for a large-section tunnel can be constructed with a simple joint structure and without reinforcing the joint.

なお、上記実施の形態では、継手付き筒体10の角型管11として鋼管を用いたが、コンクリート製、あるいはプラスチック製のものを用いても良い。また、鋼線20zについても、上記地中支保工に緊張力を与えることのできるだけの強度を有するものであれば、強化繊維あるいはガラス繊維などの他の線材を用いてもよい。
また、上記例では、上記鋼線束20の固定端20a,20bと上記反力板5A,5Bとの間に楔6を打ち込んで上記固定端20a,20bを上記反力板5A,5Bに固定したが、図4に示すように、上記反力板5A,5Bに調整ネジ7Mを固定し、上記鋼線束20に緊張力pを作用させてできた隙間の大きさを、上記調整ネジ7Mに螺入するナット7Nの固定位置により調整するなどして、上記先行支保工10Rに予め圧縮力を作用させるようにしてもよい。
また、上記反力板5A,5Bとして、先進導坑1A,1Bの側壁、あるいは、上記側壁を補強したものを利用するようにしてもよい。
In the above embodiment, a steel pipe is used as the square pipe 11 of the jointed tubular body 10. However, a concrete pipe or a plastic pipe may be used. Further, the steel wire 20z may be made of other wire material such as reinforcing fiber or glass fiber as long as it has a strength sufficient to give tension to the underground support work.
In the above example, the wedges 6 are driven between the fixed ends 20a, 20b of the steel wire bundle 20 and the reaction force plates 5A, 5B to fix the fixed ends 20a, 20b to the reaction force plates 5A, 5B. However, as shown in FIG. 4, the adjustment screw 7M is fixed to the reaction force plates 5A and 5B, and the tension p is applied to the steel wire bundle 20, and the size of the gap is screwed to the adjustment screw 7M. A compression force may be applied in advance to the preceding support 10R by adjusting the position of the nut 7N to be inserted.
Further, as the reaction force plates 5A and 5B, the side walls of the advanced guiding shafts 1A and 1B, or those obtained by reinforcing the side walls may be used.

また、上記例では、先行支保工10Rにプレストレスを与える際に、上記継手付き筒体10,10,‥‥を貫通する鋼線束20を用いたが、図5(a)に示すように、隣接する角型管11,11の間隙、すなわち、継手12,12A及び継手の腕部12m,12mで囲まれた空間に、膨張モルタル等の膨張性を有する硬化性の材料20Mを充填して上記プレストレスを与えるようにしてもよい。このとき、隣接する角型管11,11の間に、膨張性を有する硬化性の材料20Mを注入するための空隙を設ける必要があるので、上記継手の腕部12m長さを、上記充填された硬化性の材料20Mの膨張による圧縮力が所定の値となるように設定する。また、この場合には、上記継手12,12Aの接続部はアーチ部に沿って広げられるので、継手12,12Aは互いに移動できるような形状とすることが望ましい。なお、上記硬化性の材料20Mの膨張により、継手12,12Aには、アーチ部の径方向にも引張力が作用するが、この引張力は、先行支保工10Rが地中にあり圧縮力を受けているので、特に問題にはならない。   Further, in the above example, when prestressing is applied to the preceding support work 10R, the steel wire bundle 20 penetrating the jointed tubular body 10, 10,... Is used, but as shown in FIG. The space between the adjacent rectangular tubes 11, 11, that is, the space surrounded by the joints 12 and 12A and the arm portions 12m and 12m of the joint is filled with a curable material 20M having expandability such as expansion mortar and the above. You may make it prestress. At this time, since it is necessary to provide a gap for injecting the curable material 20M having expandability between the adjacent rectangular tubes 11, 11, the length of the arm portion 12m of the joint is filled. The compressive force due to expansion of the hardenable material 20M is set to a predetermined value. In this case, since the connecting portion of the joints 12 and 12A is expanded along the arch portion, it is desirable that the joints 12 and 12A have shapes that can move relative to each other. In addition, due to the expansion of the curable material 20M, a tensile force acts on the joints 12 and 12A also in the radial direction of the arch portion. This tensile force is caused by the preceding support work 10R in the ground and exerts a compressive force. Since it is received, it does not become a problem in particular.

また、上記角型管11の側面11a,11bに、それぞれ複数の貫通孔11sを形成し、図5(b)に示すように、上記角型管11内から膨張性を有する硬化性の材料20Mを上記角型管11内と隣接する角型管11,11の間隙との両方に充填するようにしてもよい。これにより、少ない充填回数で膨張性を有する硬化性の材料20Mを充填することができる。
あるいは、上記角型管11内から硬化性の材料を所定の圧力で上記隣接する角型管11,11の間隙、または、上記角型管11内と隣接する角型管11,11の間隙との両方に封入するようにしてもよい。
また、上記のように、膨張性を有する硬化性の材料20Mを充填したり、硬化性の材料を所定圧で封入して先行支保工10Rに圧縮力を与える場合には、継手付き筒体10の両端部は、単に、反力板5A,5Bに当接または固定するだけでよいので、先進導坑1A,1Bの構築は必ずしも必要ではない。
A plurality of through holes 11s are formed in the side surfaces 11a and 11b of the rectangular tube 11, respectively, and as shown in FIG. 5B, a curable material 20M having expandability from the rectangular tube 11 is formed. May be filled in both the square tube 11 and the gap between the adjacent square tubes 11 and 11. Thereby, the curable material 20M having expandability can be filled with a small number of fillings.
Alternatively, a curable material from the inside of the square tube 11 can be formed at a predetermined pressure with a gap between the adjacent square tubes 11 and 11 or with a gap between the square tubes 11 and 11 adjacent to the square tube 11. You may make it enclose in both.
Further, as described above, when filling the curable material 20M having expandability or enclosing the curable material with a predetermined pressure to give a compressive force to the preceding support 10R, the cylinder 10 with a joint is used. Since it is sufficient that both ends of the slab simply contact or be fixed to the reaction force plates 5A and 5B, it is not always necessary to construct the advanced guiding shafts 1A and 1B.

また、上記実施の形態では、大断面トンネルの先行支保工10Rの構築方法について説明したが、本発明はこれに限るものではなく、例えば、図6に示すように、既製のトンネル30の上部の地山2を補強するために、上記トンネル30の上部の地山2に構築される地中防護工40Rなどの、複数の筒体を地中に挿入・埋設して構築されるアーチ型の地中構造体に適応することができる。   In the above embodiment, the method for constructing the pre-supporting work 10R of the large section tunnel has been described. However, the present invention is not limited to this. For example, as shown in FIG. In order to reinforce the natural ground 2, an arch-shaped ground constructed by inserting and embedding a plurality of cylinders in the ground, such as the underground protective work 40R constructed in the natural ground 2 above the tunnel 30. Can be adapted to medium structures.

以上説明したように、本発明によれば、アーチ部の形状が扁平な場合でも、強固なアーチ型先行支保工を容易に構築することができる。   As described above, according to the present invention, even when the shape of the arch portion is flat, it is possible to easily construct a strong arch-type preceding support work.

本発明の一実施の形態を示す図である。It is a figure which shows one embodiment of this invention. 本実施の形態に係る継手付き筒体の連結方法を示す図である。It is a figure which shows the connection method of the cylinder with a joint which concerns on this Embodiment. 本実施の形態に係る鋼線束の配置方法を示す図である。It is a figure which shows the arrangement | positioning method of the steel wire bundle which concerns on this Embodiment. 本発明による鋼線束の他の固定方法を示す図である。It is a figure which shows the other fixing method of the steel wire bundle by this invention. 本発明に係る圧縮力の他の付加方法を示す図である。It is a figure which shows the other addition method of the compressive force which concerns on this invention. 本発明による地中防護工を示す図である。It is a figure which shows the underground protective work by this invention. 従来の曲がり鋼管を用いた支保工の構築方法を示す図である。It is a figure which shows the construction method of the support work using the conventional bending steel pipe. 従来の曲がり鋼管を用いた支保工の構築方法を示す図である。It is a figure which shows the construction method of the support work using the conventional bending steel pipe. 扁平なアーチ形状を有する地中支保工に作用する引張力を説明するための図である。It is a figure for demonstrating the tensile force which acts on the underground support work which has a flat arch shape. 従来の継手付き鋼管の構成を示す図である。It is a figure which shows the structure of the conventional steel pipe with a joint.

符号の説明Explanation of symbols

1A,1B 先進導坑、2 地山、3 大断面トンネル、4 アーチ部、
5A,5B 反力板、10,10A 継手付き筒体、10R 先行支保工、
11 角型管、11s 貫通孔、12,12A 継手、12m 継手の腕部、
20 鋼線束、20a,20b 鋼線束の固定端、20z 鋼線。
1A, 1B Advanced shaft, 2 Ground, 3 Large section tunnel, 4 Arch,
5A, 5B reaction force plate, 10, 10A cylinder with joint, 10R advance support,
11 square tube, 11s through hole, 12, 12A joint, 12m joint arm,
20 Steel wire bundle, 20a, 20b Fixed end of steel wire bundle, 20z steel wire.

Claims (1)

トンネルの掘削に先立って設置される、トンネルの軸方向に延長する複数の継手付き筒体をその断面が上記トンネルの横断面のアーチ部の形状に沿うように連結させながら地中に挿入・埋設して形成されるアーチ型先行支保工の構築方法であって、
上記アーチ部の両端となる部分にそれぞれ先進導坑を構築する工程と、
上記複数の継手付き筒体の本体である角型管の連結部側の側面にそれぞれ貫通孔を形成するとともに、後に挿入する継手付き筒体の継手を先に挿入した継手付き筒体の継手に係合させるようにして地山内に挿入することで、上記複数の継手付き筒体を、互いに隣接する継手付き筒体の角型管同士を所定の空隙部を介して連結させながら地中に挿入・埋設する工程と、
複数の鋼線を束ねて保護管で覆った鋼線束を、上記貫通孔を通して一方の先進導坑側から他方の先進導坑側まで送る工程と、
上記連結されて地中に挿入・埋設された継手付き筒体の上記角型管内と上記空隙部にコンクリートを充填して先行支保工を構築する工程と、
上記鋼線束に緊張力を作用させた状態で上記鋼線束の両端部を上記一方及び他方の先進導坑側のそれぞれに設けられた反力板にそれぞれ固定する工程とを備え、
上記鋼線束を上記反力板に固定する工程では、
上記充填されたコンクリートが固まった後に上記反力板で反力をとりながら上記鋼線束の両端部を上記反力板に固定することで、上記アーチ部の内側の地山の掘削に先行して、上記反力板の間に固定された状態で地中に埋設されている上記先行支保工に上記アーチ部に沿った圧縮力を予め与えることを特徴とするアーチ型先行支保工の構築方法。
Prior to excavation of the tunnel, multiple cylinders with joints extending in the axial direction of the tunnel are inserted and embedded in the ground while connecting the cross sections so that the cross section of the tunnel follows the shape of the arch of the cross section of the tunnel. A method for constructing an arch-type preceding support work formed as a
A step of constructing an advanced guiding mine at each of the ends of the arch,
A through hole is formed in each side surface of the connecting portion side of the square tube which is the main body of the plurality of jointed tubular bodies, and the joint of the jointed tubular body to be inserted later is inserted into the joint of the tubular body with joint. By inserting into the natural ground so as to be engaged, the plurality of cylinders with joints are inserted into the ground while connecting the square tubes of the cylinders with joints adjacent to each other via a predetermined gap.・ Embedding process;
A step of sending a steel wire bundle covered with a protective tube by bundling a plurality of steel wires, from one advanced pilot tunnel side to the other advanced pilot tunnel side through the through hole,
A step of constructing a preceding支保Engineering filled with concrete and the connecting has been the squareness of the insertion-buried joint with the tubular body into the ground tube and within said air gap,
Fixing both ends of the steel wire bundle to reaction plate provided on each of the one and the other advanced guide shafts in a state where tension is applied to the steel wire bundle,
In the step of fixing the steel wire bundle to the reaction force plate,
By fixing the both ends of the steel wire bundles in the reaction force plate while taking the reaction force by the reaction force plate after the filled concrete has hardened, prior to drilling natural ground inside of the arch A method for constructing an arch type preceding support structure, wherein a compressive force along the arch portion is preliminarily applied to the preceding support structure embedded in the ground while being fixed between the reaction force plates.
JP2008182193A 2008-07-14 2008-07-14 Construction method of arch type advance support work Expired - Lifetime JP5036650B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2008182193A JP5036650B2 (en) 2008-07-14 2008-07-14 Construction method of arch type advance support work

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2008182193A JP5036650B2 (en) 2008-07-14 2008-07-14 Construction method of arch type advance support work

Related Parent Applications (1)

Application Number Title Priority Date Filing Date
JP2003136225A Division JP4174371B2 (en) 2003-05-14 2003-05-14 Construction method of arch type underground structure

Publications (2)

Publication Number Publication Date
JP2008280842A JP2008280842A (en) 2008-11-20
JP5036650B2 true JP5036650B2 (en) 2012-09-26

Family

ID=40141888

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2008182193A Expired - Lifetime JP5036650B2 (en) 2008-07-14 2008-07-14 Construction method of arch type advance support work

Country Status (1)

Country Link
JP (1) JP5036650B2 (en)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101212732B1 (en) * 2012-03-08 2012-12-14 이형훈 Arch tunnel using geometric reaction force block and arch tunnel construction method therefor
KR101184708B1 (en) 2012-03-12 2012-09-20 주식회사 삼진그린건장 Box structure for prestressing and construction method for underground structure using the same

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS63171994A (en) * 1987-01-07 1988-07-15 新日本製鐵株式会社 Method of constructing tunnel
JP2002088789A (en) * 2000-09-19 2002-03-27 Ishikawajima Constr Materials Co Ltd Arch tunnel

Also Published As

Publication number Publication date
JP2008280842A (en) 2008-11-20

Similar Documents

Publication Publication Date Title
KR101179778B1 (en) Method for constructing underground structure
JP4174371B2 (en) Construction method of arch type underground structure
JP5036650B2 (en) Construction method of arch type advance support work
JP4230386B2 (en) Tube unit
JP2788953B2 (en) Structure of tunnel structure
JP3350679B2 (en) Tunnel lining segment and construction method
JP2006219914A (en) Method of forming communicating section of juxtaposed shield tunnels
JP4549247B2 (en) Propulsion pipe start entrance, start entrance structure and start entrance water stop method
JP4867488B2 (en) Construction method of underground space, underground space constructed by this method, and underground structure constructed by this method
JP4467477B2 (en) Entrance entrance for propulsion pipe, structure of entrance for arrival, and water stop method for entrance entrance
JP4080415B2 (en) Pipe roof mounting structure and mounting method
JP4912839B2 (en) Multiple arc-shaped tunnel construction method and tunnel-joint connection structure
JP5874890B2 (en) How to install the box structure
JP4439948B2 (en) Advance support and construction method
JP5627269B2 (en) Shear reinforcement method for concrete structures
CA3028497A1 (en) Helical segmental lining
JP4784997B2 (en) Tunnel construction method
KR101599295B1 (en) Moudle unit and moudle unit for under-ground structure and under-ground structure construction method therewith
JPH1163299A (en) Execution method of multi-conduit pipe and multi-conduit pipe
JP4874290B2 (en) Steel shell element construction method
JPH0711863A (en) Method of ground improvement construction in shield excavation
JP5999792B2 (en) Construction method of reaction force device
JP3634820B2 (en) Curing material filling mold and curing material filling method
JP3368844B2 (en) Seismic pipe and propulsion method for propulsion method
JP4230387B2 (en) Underground cylinder and its manufacturing method

Legal Events

Date Code Title Description
A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20110720

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20110809

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20111007

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20120515

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20120607

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20120703

A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20120703

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20150713

Year of fee payment: 3

R150 Certificate of patent or registration of utility model

Free format text: JAPANESE INTERMEDIATE CODE: R150

Ref document number: 5036650

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

S531 Written request for registration of change of domicile

Free format text: JAPANESE INTERMEDIATE CODE: R313531

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

S531 Written request for registration of change of domicile

Free format text: JAPANESE INTERMEDIATE CODE: R313531

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

EXPY Cancellation because of completion of term