JP2007092356A - Tunnel structure having large cross section and its construction method - Google Patents

Tunnel structure having large cross section and its construction method Download PDF

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JP2007092356A
JP2007092356A JP2005281873A JP2005281873A JP2007092356A JP 2007092356 A JP2007092356 A JP 2007092356A JP 2005281873 A JP2005281873 A JP 2005281873A JP 2005281873 A JP2005281873 A JP 2005281873A JP 2007092356 A JP2007092356 A JP 2007092356A
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arch
tunnel
shaped
concrete
reinforcing
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JP4449876B2 (en
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Norio Asami
則雄 浅見
Tomoyuki Gotou
伴行 後藤
Takao Okuda
隆夫 奥田
Yusuke Maeda
雄介 前田
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Haneda Concrete Industrial Co Ltd
羽田コンクリート工業株式会社
Kcon Kk
ケイコン株式会社
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a tunnel structure having a large cross section capable of reducing a cost by reducing man-hour in site work. <P>SOLUTION: The tunnel structure 1 is equipped with a curved arch section 3 in the shape of an arch. The arch section 3 is formed of a precast concrete-made arch member and an arch reinforcing section formed on the arch member by a cast-in-place concrete. The arch member 3a is constituted by dividing it into right and left parts in the top section 9. The central bottom slab section 4 is provided between a pair of L-shaped members 2. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、主に開削工法によって形成されるトンネルに用い、特に大断面のトンネル構造に関するものである。   The present invention is mainly used for a tunnel formed by a cutting method, and particularly relates to a tunnel structure having a large cross section.
従来、この種の大断面のトンネルは、地盤上に型枠を組み、前記型枠内にコンクリートを現場打ちして構築する方法が一般的であった。ところが、現場打ちコンクリートによりトンネルを構築するには作業工数が増大し、コストがかかるという問題があった。このような問題に対して、トンネル長さ方向に延びる底版の幅方向両端間に、左右一対の円弧版状のプレキャストコンクリート版がアーチ状に架け渡されるとともにトンネル長さ方向に連結され、底版の幅方向両端には、各プレキャストコンクリート版の脚部の外側において脚部の外面と適宜の間隔をあけて上方に膨出しトンネル長さ方向に延びる側帯が一体に設けられ、この側帯と前記脚部の間に受圧部材が介在されるとともに、脚部が側帯にボルト等の締結部材で締結され、前記コンクリート版を覆って盛土が施されて構成されるものが開示されている(例えば特許文献1)。
特開平7−216917号公報
Conventionally, this type of large-section tunnel is generally constructed by assembling a formwork on the ground and placing concrete in the formwork on-site. However, the construction of a tunnel using cast-in-place concrete has the problem that the number of work steps increases and costs increase. For such a problem, a pair of left and right arc plate-shaped precast concrete plates are arched between both ends in the width direction of the bottom plate extending in the tunnel length direction and connected in the tunnel length direction. At both ends in the width direction, side bands that bulge upward at an appropriate distance from the outer surface of the leg part and extend in the tunnel length direction on the outside of the leg part of each precast concrete plate are integrally provided. A pressure receiving member is interposed therebetween, and a leg portion is fastened to a side band by a fastening member such as a bolt, and a bank is applied to cover the concrete plate (for example, Patent Document 1). ).
JP 7-21617 A
しかしながら、上記したトンネル構造においては、円弧版をプレキャストコンクリート版により構成しコストの低減を図れるものの、トンネルの長さ方向に延びる底版を現場打ちコンクリートで形成する必要があり、この作業が煩雑で、低減できるコストに限界があった。   However, in the tunnel structure described above, although the arc plate can be constituted by a precast concrete plate to reduce the cost, it is necessary to form the bottom plate extending in the length direction of the tunnel with the cast-in-place concrete, which is complicated. There was a limit to the cost that could be reduced.
そこで、本発明は上記した問題点に鑑み、現場作業の工数を低減することによって、コストの低減を図ることができる大断面のトンネル構造及びその構築方法を提供することを目的とする。   In view of the above problems, an object of the present invention is to provide a tunnel structure having a large cross section and a method for constructing the same that can reduce costs by reducing the number of man-hours required for field work.
上記目的を達成するために、請求項1に係る発明は、アーチ状に湾曲したアーチ部を備えたトンネル構造において、前記アーチ部は、プレキャストコンクリート製のアーチ部材と、現場打ちコンクリートにより前記アーチ部材上に形成されるアーチ補強部とにより形成されることを特徴とする。   In order to achieve the above object, according to a first aspect of the present invention, there is provided a tunnel structure including an arch portion curved in an arch shape, wherein the arch portion includes an arch member made of precast concrete and a cast-in-place concrete. It is formed by the arch reinforcement part formed on top.
また、請求項2に係る発明は、請求項1において、前記アーチ部材は、頂部で左右に分割して構成されることを特徴とする。   The invention according to claim 2 is characterized in that, in claim 1, the arch member is divided into left and right at the top.
また、請求項3に係る発明は、請求項1又は2において、前記アーチ部材は、埋込体を備えることを特徴とする。   The invention according to claim 3 is characterized in that, in claim 1 or 2, the arch member comprises an implant.
また、請求項4に係る発明は、請求項1〜3いずれか1項において、前記アーチ部材は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材間に横架され、前記L形部材間に中央底版部を設けることを特徴とする。   According to a fourth aspect of the present invention, in any one of the first to third aspects, the arch member is disposed between a pair of left and right precast concrete L-shaped members extending in the tunnel height direction from the tunnel bottom side. A central bottom plate portion is provided between the L-shaped members.
また、請求項5に係る発明は、請求項1〜3いずれか1項において、前記アーチ部材は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材間に横架され、前記L形部材の背面に背面底版部を設けることを特徴とする。   The invention according to claim 5 is the invention according to any one of claims 1 to 3, wherein the arch member is horizontally disposed between a pair of left and right precast concrete L-shaped members extending in the tunnel height direction from the tunnel bottom side. A back bottom plate portion is provided on the back surface of the L-shaped member.
また、請求項6に係る発明は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材を設置し、アーチ部材を横架し、前記L形部材と前記アーチ部材とを締結し、現場打ちコンクリートによりアーチ補強部を前記アーチ部材の上面に形成することを特徴とする。   According to a sixth aspect of the present invention, a pair of left and right precast concrete L-shaped members extending from the tunnel bottom side in the tunnel height direction is installed, an arch member is horizontally mounted, and the L-shaped member and the arch member And an arch reinforcing portion is formed on the upper surface of the arch member by cast-in-place concrete.
また、請求項7に係る発明は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材を設置し、前記一対のL形部材同士を間隔保持部材で連結し、アーチ部材を横架し、前記L形部材と前記アーチ部材とを締結した後、前記間隔保持部材を撤去し、現場打ちコンクリートによりアーチ補強部を前記アーチ部材の上面に形成することを特徴とする。   Further, the invention according to claim 7 is provided by installing a pair of left and right precast concrete L-shaped members extending in the tunnel height direction from the tunnel bottom side, and connecting the pair of L-shaped members with a spacing member. An arch member is horizontally mounted, the L-shaped member and the arch member are fastened, the spacing member is removed, and an arch reinforcing portion is formed on the upper surface of the arch member by cast-in-place concrete. .
本発明の請求項1に記載の大断面のコンクリート構造によれば、複数に分割されたプレキャストコンクリート製の部材で構成することにより、大断面であっても現場作業の工数を低減し、コストを削減することができる。また、アーチ補強部を現場打ちコンクリートで形成することにより、アーチ部材をアーチ補強部を形成するための型枠の一部として機能させることができるので、型枠用の部材量を減らすと共に、型枠の設置及び解体のための作業工数を低減でき、コストをより削減することができる。   According to the concrete structure having a large cross section according to claim 1 of the present invention, the construction of the member made of precast concrete divided into a plurality of parts reduces the man-hours for on-site work even with a large cross section, and reduces the cost. Can be reduced. In addition, by forming the arch reinforcing part with cast-in-place concrete, the arch member can function as a part of the mold for forming the arch reinforcing part, so that the amount of the member for the mold is reduced and the mold The number of work steps for installing and dismantling the frame can be reduced, and the cost can be further reduced.
また、請求項2に記載の大断面のコンクリート構造によれば、アーチ部材を分割して構成したことにより、輸送が容易となり、大きな断面を有するトンネルであっても、プレキャストコンクリート製の部材により構築することができるので、コストをより低減できる。   Moreover, according to the large cross-section concrete structure according to claim 2, the arch member is divided and configured to facilitate transportation, and even a tunnel having a large cross section is constructed with a precast concrete member. Cost can be further reduced.
また、請求項3に記載の大断面のコンクリート構造によれば、埋込体を埋設することにより、アーチ部材を軽量化して、材料費、輸送費を削減できると共に、現場における作業を容易に行なうことができるので、さらにコストを削減することができる。   Moreover, according to the concrete structure of the large cross section according to claim 3, by embedding the embedded body, the arch member can be reduced in weight, and the material cost and the transportation cost can be reduced, and the work on the site can be easily performed. Therefore, the cost can be further reduced.
また、請求項4に記載の大断面のコンクリート構造によれば、側壁をL形部材で構成したことにより、側壁が自立することができるので、容易に設置でき作業工数を低減できる。また、中央底版部を設けることにより、軟弱な地盤においても確実に構築することができる。   Moreover, according to the concrete structure of the large cross section of Claim 4, since a side wall can become independent by comprising a side wall with the L-shaped member, it can install easily and can reduce work man-hours. In addition, by providing the central bottom plate portion, it is possible to reliably build even in soft ground.
また、請求項5に記載の大断面のコンクリート構造によれば、側壁をL形部材で構成したことにより、側壁が自立することができるので、容易に設置でき作業工数を低減できる。また、背面底版部を設けることにより、少ない材料で構築できるので、コストを削減できる。   Moreover, according to the large cross-section concrete structure of Claim 5, since a side wall can be self-supporting because it comprised the L-shaped member, it can install easily and can reduce work man-hours. Moreover, since the back bottom plate portion is provided, it can be constructed with a small amount of material, so that cost can be reduced.
また、請求項6に記載の大断面のコンクリート構造によれば、より大きな内空を有するトンネルであっても、プレキャストコンクリート製の部材により構築することができるので、コストを低減できる。また、アーチ補強部を現場打ちコンクリートで形成することにより、アーチ部材をアーチ補強部を形成するための型枠の一部として機能させることができるので、型枠用の部材量を減らすと共に、型枠の設置及び解体のための作業工数を低減でき、コストをより削減することができる。   Moreover, according to the large cross-section concrete structure of Claim 6, even if it is a tunnel which has a larger inner space, it can construct | assemble by the member made from precast concrete, Therefore A cost can be reduced. In addition, by forming the arch reinforcing part with cast-in-place concrete, the arch member can function as a part of the mold for forming the arch reinforcing part, so that the amount of the member for the mold is reduced and the mold The number of work steps for installing and dismantling the frame can be reduced, and the cost can be further reduced.
また、請求項7に記載の大断面のトンネル構築方法によれば、左右一対のL形部材同士を保持部材により連結するので、構築途中においてL形部材が転倒するのを防止できると共に、所定間隔に保持することができるので、安全かつ容易に大断面のトンネルを構築することができるので、コストを低減できる。   According to the method for constructing a tunnel having a large cross section according to claim 7, since the pair of left and right L-shaped members are connected to each other by the holding member, the L-shaped member can be prevented from falling down during the construction, and at a predetermined interval. Therefore, it is possible to construct a tunnel having a large cross section safely and easily, so that the cost can be reduced.
以下図面を参照して、本発明の好適な実施形態について説明する。   Hereinafter, preferred embodiments of the present invention will be described with reference to the drawings.
図1に示すトンネル構造1は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材2と、前記L形部材2の上方に横架されるアーチ部3とにより形成される。また、L形部材2の間には底版部である中央底版部4が現場打ちコンクリートにより形成される。   A tunnel structure 1 shown in FIG. 1 includes a pair of left and right precast concrete L-shaped members 2 extending in the tunnel height direction from a tunnel bottom side portion, and an arch portion 3 horizontally mounted above the L-shaped member 2. It is formed. Further, between the L-shaped members 2, a central bottom slab portion 4 which is a bottom slab portion is formed of cast-in-place concrete.
L形部材2は、地盤Gに当接する底部5と、前記底部5の一端から垂直に延びる側壁部6とからなり、予め工場で形成されたものである。前記側壁部6は、内側すなわち底部5の他端側へ上方が緩やかに湾曲しており、トンネルの高さの略中間の高さに形成される。また、側壁部6の上端は、略半分の厚さとなるようにテーパ処理されている。また、L形部材2には、トンネルの長さ方向における縦締めを行うための縦締用挿通孔7が設けられる。   The L-shaped member 2 includes a bottom portion 5 that contacts the ground G and a side wall portion 6 that extends perpendicularly from one end of the bottom portion 5 and is formed in advance at a factory. The side wall portion 6 is gently curved upward on the inner side, that is, toward the other end side of the bottom portion 5, and is formed at a height approximately in the middle of the height of the tunnel. Moreover, the upper end of the side wall part 6 is taper-processed so that it may become substantially half thickness. Further, the L-shaped member 2 is provided with a vertical fastening insertion hole 7 for performing vertical fastening in the length direction of the tunnel.
アーチ部3は、プレキャストコンクリート製のアーチ部材3aと、現場打ちコンクリートにより形成されるアーチ補強部3bとにより形成される。   The arch part 3 is formed by an arch member 3a made of precast concrete and an arch reinforcing part 3b formed of cast-in-place concrete.
アーチ部材3aは、上方に凸となるようにトンネルの幅方向に湾曲して形成された前記側壁部6の略半分の厚さを有する矩形の版部材であって、予め工場で形成されたものである。このアーチ部材3aは、周方向の一端に設けられた接合部8と、他端に設けられた頂部9とを備える。また、アーチ部材3aには、トンネルの長さ方向における縦締めを行うための縦締用挿通孔7が外周面に設けられる。   The arch member 3a is a rectangular plate member having a thickness approximately half that of the side wall portion 6 that is curved in the width direction of the tunnel so as to protrude upward, and is formed in advance at a factory. It is. The arch member 3a includes a joint portion 8 provided at one end in the circumferential direction and a top portion 9 provided at the other end. Further, the arch member 3a is provided with a vertical fastening insertion hole 7 on the outer peripheral surface for vertical fastening in the length direction of the tunnel.
アーチ補強部3bは、アーチ部材3aの上面に現場打ちコンクリートにより形成され、アーチ部材3aと合わせてアーチ部3が必要とされる所定強度を備える厚さに形成される。   The arch reinforcing portion 3b is formed of cast-in-place concrete on the upper surface of the arch member 3a, and is formed to a thickness having a predetermined strength that the arch portion 3 is required together with the arch member 3a.
L形部材2の側壁部6には、埋込体17が埋設されており、これによりL形部材2を軽量化することができる。埋込体17は種々のものが考えられ、例えば、紙、段ボール、発泡スチロール等により管や円柱を形成してもよいし、また、塩ビ管で構成してもよい。また、埋込体17を鋼管で構成することにより、L形部材2及びアーチ部材3aに配筋される鉄筋に置き換えることとしてもよい。また、図示しないが、アーチ部材3aにも埋込体を埋設してもよい。この場合、アーチ部材3aに埋設される埋込体は、側壁部6に埋設される埋込体17より小径のものであり、周方向に複数連設されることによって、湾曲している周方向の略全体に渡って埋設することができる。   An embedded body 17 is embedded in the side wall portion 6 of the L-shaped member 2, whereby the L-shaped member 2 can be reduced in weight. Various types of the embedded body 17 are conceivable. For example, a tube or a cylinder may be formed of paper, cardboard, polystyrene foam, or the like, or a polyvinyl chloride tube may be used. Moreover, it is good also as replacing with the reinforcing bar arranged by the L-shaped member 2 and the arch member 3a by comprising the embedded body 17 with a steel pipe. Although not shown, an embedded body may be embedded in the arch member 3a. In this case, the embedded body embedded in the arch member 3a has a smaller diameter than the embedded body 17 embedded in the side wall portion 6, and is curved in the circumferential direction by being provided in a plurality in the circumferential direction. It can be buried over almost the whole area.
図2に示すように、側壁部6の上端には、接続継手10と、ガイド部材11とが設けられている。接続継手10は、側壁部6の上端面6aに垂直に突設されている。また、ガイド部材11は、鋼鉄製の版部材であって、側壁部6の内側に固定され、上端面6aに直行する方向に突出している。アーチ部材3aの周方向の一端に設けられた接合部8の接合面8aには、前記L形部材2の側壁部6の上端面6aに設けられた接続継手10が係合する継手受部12が内設されている。   As shown in FIG. 2, a connection joint 10 and a guide member 11 are provided at the upper end of the side wall portion 6. The connection joint 10 protrudes perpendicularly to the upper end surface 6 a of the side wall portion 6. The guide member 11 is a steel plate member, is fixed to the inside of the side wall portion 6, and protrudes in a direction perpendicular to the upper end surface 6a. A joint receiving portion 12 with which a joint 10 provided on the upper end surface 6a of the side wall portion 6 of the L-shaped member 2 is engaged with a joint surface 8a of the joint portion 8 provided at one end in the circumferential direction of the arch member 3a. Is installed.
アーチ部材3aの周方向の他端に設けられた頂部9には、図3に示すように、頂部端面9aに直交して貫通する挿通孔15が形成されている。この挿通孔15によりアーチ部材3aの表面側に形成される開口には、座面16が設けられる。このアーチ部材3aは、左右一対として構成され、前記頂部端面9aで互いに突き合わされてトンネルの天井部分に配置される。   As shown in FIG. 3, an insertion hole 15 penetrating perpendicularly to the top end face 9a is formed in the top 9 provided at the other end in the circumferential direction of the arch member 3a. A seat surface 16 is provided in an opening formed on the surface side of the arch member 3a by the insertion hole 15. The arch members 3a are configured as a pair of left and right, and are arranged at the ceiling portion of the tunnel so as to face each other at the top end face 9a.
次に、上記したトンネル構造1の構築方法について図を参照して説明する。   Next, a method for constructing the tunnel structure 1 will be described with reference to the drawings.
まず、プレキャストコンクリート製のL形部材2及びアーチ部材3aを設置する場合について説明する。図4(A)に示すように、開削した地盤G上に、均しコンクリートにより基礎20を敷設する。次いで、この基礎20の上に、図示しない敷きモルタルを施工した後、前記L形部材2を左右一対として設置する。L形部材2は、底部5と一体化されているので、自立することができ、作業性を向上することができる。   First, the case where the precast concrete L-shaped member 2 and the arch member 3a are installed will be described. As shown in FIG. 4 (A), a foundation 20 is laid on the ground G that has been cut by using leveled concrete. Next, after constructing a mortar (not shown) on the foundation 20, the L-shaped member 2 is installed as a pair of left and right. Since the L-shaped member 2 is integrated with the bottom portion 5, it can stand on its own and workability can be improved.
このようにトンネルの長さ方向に同様の作業を繰り返し行ない、左右一対の前記L形部材2を、間隔保持部材27で連結する。前記間隔保持部材27は、両端に雄ネジが形成された一対の横杆28aで構成される。それぞれの横杆28aの一端はL形部材2の側壁6に予め形成された貫通穴に挿通し、プレート29を介してナット26bに固定される。また、それぞれの間隔保持部材27の他端は、一対のL形部材2の略中央で連結手段28b、例えば、ターンバックルによって他端同士が連結される。これにより、構築途中においてL形部材2が転倒するのを防止できると共に、所定間隔に保持することができる。尚、上記のように横架された間隔保持部材27は、L形部材2とアーチ部材3aとを後述する方法により締結した後、撤去される。   In this way, the same operation is repeated in the length direction of the tunnel, and the pair of left and right L-shaped members 2 are connected by the spacing member 27. The spacing member 27 is composed of a pair of horizontal rods 28a having male screws formed at both ends. One end of each horizontal bar 28a is inserted into a through-hole formed in the side wall 6 of the L-shaped member 2 in advance, and is fixed to the nut 26b via the plate 29. The other ends of the spacing members 27 are connected to each other by a connecting means 28b, for example, a turnbuckle, at the approximate center of the pair of L-shaped members 2. As a result, the L-shaped member 2 can be prevented from falling down during the construction, and can be held at a predetermined interval. The spacing member 27 horizontally mounted as described above is removed after the L-shaped member 2 and the arch member 3a are fastened by a method described later.
次に、図4(B)に示すように、移動自在の架台21を一対の前記L形部材2の略中間に設置する。この架台21の上端には、ジャッキ22が備えられる。また、図示しないが、L形部材2の背面側に転倒防止用の枠組みを、L形部材2の内側にアーチ部材3aを架設するための足場をそれぞれ設ける。   Next, as shown in FIG. 4 (B), a movable base 21 is installed approximately in the middle of the pair of L-shaped members 2. A jack 22 is provided at the upper end of the gantry 21. Further, although not shown, a frame for preventing overturning is provided on the back side of the L-shaped member 2, and a scaffold for constructing the arch member 3 a is provided inside the L-shaped member 2.
次に、L形部材2の側壁部6に一方のアーチ部材3aを横架する。L形部材2の側壁部6にアーチ部材3aを横架するには、図5に示すように、アーチ部材3aの両端近傍にワイヤ23を係止する。アーチ部材3aの頂部9側に係止した頂部側ワイヤ23aには予めチェーンブロック24が接続されている。このワイヤ23を図示しないクレーンに接続し、クレーンでアーチ部材3aを引き上げる。次いで、前記チェーンブロック24により頂部側ワイヤ23aを巻き上げ、アーチ部材3aの頂部9を持ち上げる。アーチ部材3aの頂部9を持ち上げることによって、図2に示すように、接続受部12が設けられたアーチ部材3aの接合面8aの角度を側壁部6の上端面6aの角度に合わせる。継手受部12が設けられたアーチ部材3aの接合面8aと、側壁部6の上端面6aとの角度を合わせた後、接続継手10を継手受部12に挿入し、アーチ部材3aを架台21に設置する。このとき、側壁部6の上端には、ガイド部材11が設けられていることにより、容易に接続継手10を挿入することができる。尚、接続受部にはモルタルが充填され、接合部8においてアーチ部材3aと側壁部6とが固定される。このようにして左右一対のアーチ部材3aがそれぞれL形部材2に接続され、固定される。同様にして他方のアーチ部材3aの接合部8をL形部材2の側壁部6の上端6aに接続し、架台21に設置する(図4(C))。   Next, one arch member 3 a is horizontally mounted on the side wall portion 6 of the L-shaped member 2. In order to horizontally mount the arch member 3a on the side wall portion 6 of the L-shaped member 2, as shown in FIG. 5, the wire 23 is locked in the vicinity of both ends of the arch member 3a. A chain block 24 is connected in advance to the top side wire 23a locked to the top 9 side of the arch member 3a. The wire 23 is connected to a crane (not shown), and the arch member 3a is pulled up by the crane. Next, the top wire 23a is wound up by the chain block 24, and the top 9 of the arch member 3a is lifted. By lifting the top portion 9 of the arch member 3a, the angle of the joint surface 8a of the arch member 3a provided with the connection receiving portion 12 is matched with the angle of the upper end surface 6a of the side wall portion 6 as shown in FIG. After matching the angle between the joint surface 8a of the arch member 3a provided with the joint receiving portion 12 and the upper end surface 6a of the side wall portion 6, the connecting joint 10 is inserted into the joint receiving portion 12, and the arch member 3a is attached to the base 21. Install in. At this time, since the guide member 11 is provided at the upper end of the side wall portion 6, the connection joint 10 can be easily inserted. The connection receiving portion is filled with mortar, and the arch member 3 a and the side wall portion 6 are fixed at the joint portion 8. In this way, the pair of left and right arch members 3a are connected to the L-shaped member 2 and fixed. Similarly, the joint portion 8 of the other arch member 3a is connected to the upper end 6a of the side wall portion 6 of the L-shaped member 2 and installed on the mount 21 (FIG. 4C).
次に、左右一対のアーチ部材3aを、頂部9で接合する場合について説明する。まず、架台21に備えられたジャッキ22を昇降させ一方のアーチ部材3aの頂部9の高さを調節し、他方のアーチ部材3aの頂部9の高さに合わせる。両方のアーチ部材3aの頂部9の高さが位置決めできたら、図3に示すように、頂部端面9aに直交して貫通する挿通孔15にPC鋼棒25を挿通する。挿通孔15に挿通したPC鋼棒25の両端にナット26を螺合し、ナット26を締め上げ、PC鋼棒25に緊張力を導入する。これにより、左右のアーチ部材3aの頂部9に左右方向の緊張力であるプレストレスを導入する。このプレストレスの反力は、アーチ部材3aの外表面に形成された座面16で吸収される。   Next, the case where the pair of left and right arch members 3a are joined at the top 9 will be described. First, the jack 22 provided on the gantry 21 is moved up and down to adjust the height of the top portion 9 of one arch member 3a, and is adjusted to the height of the top portion 9 of the other arch member 3a. When the heights of the top portions 9 of both arch members 3a can be positioned, the PC steel rod 25 is inserted into the insertion hole 15 penetrating perpendicularly to the top end surface 9a, as shown in FIG. A nut 26 is screwed to both ends of the PC steel rod 25 inserted through the insertion hole 15, the nut 26 is tightened, and a tension force is introduced into the PC steel rod 25. Thereby, prestress which is tension in the left-right direction is introduced into the top 9 of the left and right arch members 3a. This prestress reaction force is absorbed by the seat surface 16 formed on the outer surface of the arch member 3a.
また、トンネルの長さ方向に同様の作業を繰り返し行ない、所定数、例えばアーチ部材3aを10セット設置した段階で、トンネルの長さ方向に対し縦締めをし、一体化される。縦締めは、図示しないが、アーチ部材3a及びL形部材2の外周表面に形成された縦締用挿通孔7にPC鋼棒を挿通し、PC鋼棒の両端にナットを螺合し、ナットを締め上げ、PC鋼棒に緊張力を導入して行われる。   Further, the same operation is repeated in the length direction of the tunnel, and when a predetermined number, for example, 10 sets of the arch members 3a are installed, they are vertically tightened in the length direction of the tunnel and integrated. Although the vertical tightening is not shown, a PC steel rod is inserted into the vertical tightening insertion hole 7 formed on the outer peripheral surface of the arch member 3a and the L-shaped member 2, and nuts are screwed onto both ends of the PC steel rod. This is done by introducing tension to the PC steel bar.
上記のように、L形部材2とアーチ部材3aとが一体化され、かつ、トンネルの長さ方向に対して縦締めが行なわれた後、アーチ部材3aの上面にアーチ補強部3bを現場打ちコンクリートにより打設する。アーチ補強部3bを打設するには、図示しない補強部用型枠をアーチ部材3aの上面に設置する。このとき、アーチ部材3aが補強部用型枠の一部として機能することにより、アーチ部3全体を現場打ちコンクリートにより形成する場合に比べ、現場に搬入される型枠用の部材量を少なくできると共に、型枠を設置し、かつ、解体する作業工数を減らすことができるので、コストを低減できる。また、アーチ部材3aをアーチ補強部3bと一体化して予め工場で形成する場合に比べ、アーチ部材3aを小型化できるので、輸送コストを低減でき、さらにL形部材2への接続作業を簡略化することができる。   As described above, after the L-shaped member 2 and the arch member 3a are integrated and longitudinal tightening is performed in the length direction of the tunnel, the arch reinforcing portion 3b is driven in place on the upper surface of the arch member 3a. Placing with concrete. In order to place the arch reinforcing portion 3b, a reinforcing portion mold (not shown) is placed on the upper surface of the arch member 3a. At this time, since the arch member 3a functions as a part of the reinforcing part mold, the amount of the mold member carried into the site can be reduced as compared with the case where the entire arch part 3 is formed of the cast-in-place concrete. At the same time, it is possible to reduce the cost of installing the mold and reducing the number of work steps for dismantling. In addition, the arch member 3a can be reduced in size compared with the case where the arch member 3a is integrated with the arch reinforcing portion 3b in advance, so that the transportation cost can be reduced and the connection work to the L-shaped member 2 is simplified. can do.
次に、現場に設置された上記トンネル部材に現場打ちコンクリートにより中央底版部4を打設する場合について説明する。中央底版部4は、前記L形部材2の底部5の間に配筋された図示しない鉄筋と、現場打ちコンクリートとにより構成され、前記鉄筋と、前記底部5に予め張り出し形成された鉄筋とが図示しない機械式継手で接続される。機械式継手は、種々のものが考えられる。例えば、図示しないが、L形部材2の底部5に設けられた鉄筋に埋込側スリーブを固設し、中央底版部4を構成する端部の鉄筋に接続側スリーブを固設して、それぞれのスリーブに対となるように右雌ネジと左雌ネジのいずれかを形成し、一端に右ネジを他端に左ネジを備えた接続ボルトで固定する方法によって接続することができる。こうして、鉄筋を接合したL形部材2の底部5の間にコンクリートを打設して中央底版部4を形成する(図4(D))。上記作業終了後、枠組み、足場が解体され、撤去される。   Next, the case where the center bottom slab part 4 is laid by the cast-in-place concrete on the tunnel member installed at the site will be described. The center bottom plate portion 4 is composed of a reinforcing bar (not shown) arranged between the bottom portions 5 of the L-shaped member 2 and a cast-in-place concrete, and the reinforcing bars and the reinforcing bars formed in advance on the bottom portion 5 are formed. They are connected by a mechanical joint (not shown). Various mechanical joints are conceivable. For example, although not shown in the drawings, the embedding sleeve is fixed to the reinforcing bar provided on the bottom 5 of the L-shaped member 2, and the connecting sleeve is fixed to the reinforcing bar at the end constituting the central bottom plate portion 4. Either a right female screw or a left female screw is formed so as to be paired with the sleeve, and the connection can be established by fixing with a connection bolt having a right screw at one end and a left screw at the other end. In this way, the concrete is cast between the bottom portions 5 of the L-shaped member 2 to which the reinforcing bars are joined to form the central bottom plate portion 4 (FIG. 4D). After the above work is completed, the framework and scaffolding are dismantled and removed.
このように、本実施形態に係るトンネル構造1が、複数の分割されたプレキャストコンクリート製の部材により構成されることにより、現場打ちコンクリートで構築した場合に比べ、型枠の設置、解体が不要になるなど、大幅に作業工数を低減でき、コストを大幅に低減できる。また、トンネル構造1が、4分割により構成されることにより、工場で容易に形成できると共に、容易に輸送することができる。   As described above, the tunnel structure 1 according to the present embodiment is constituted by a plurality of divided precast concrete members, so that installation and dismantling of the formwork are unnecessary as compared with a case where the tunnel structure 1 is constructed by on-site concrete. The work man-hours can be greatly reduced and the cost can be greatly reduced. In addition, since the tunnel structure 1 is constituted by four parts, it can be easily formed in a factory and can be easily transported.
尚、地盤Gが軟弱である場合には、上記のようにL形部材2の底部5の間に中央底版部4を設ける必要があるが、強固な地盤Gに対しては、図6に示すような底版部として背面底版部30を適用することができる。背面底版部30は、L形部材2の背面に現場打ちコンクリートによって形成される。これにより、中央底版部4に比べ、使用する部材量を少なくすることができるので、十分な強度を保持しながら、コストを低減することができる。   In addition, when the ground G is soft, it is necessary to provide the center bottom plate | board part 4 between the bottom parts 5 of the L-shaped member 2 as mentioned above, but for the strong ground G, it shows in FIG. The back bottom plate portion 30 can be applied as such a bottom plate portion. The back bottom plate portion 30 is formed on the back surface of the L-shaped member 2 by cast-in-place concrete. Thereby, since the amount of members to be used can be reduced as compared with the central bottom plate portion 4, the cost can be reduced while maintaining a sufficient strength.
上記のように構築された大断面のトンネル構造1は、アーチ部材3a及び側壁部6に土圧等によるモーメントが発生すると、プレストレスを導入したPC鋼棒25及びアーチ補強部3bで吸収する。また、本実施形態に係るトンネル構造1では、L形部材2の側壁部6と底部5とを接続する箇所に応力が集中するが、上記の通り、L形部材2は側壁部6と底部5とを一体化して形成しているので、応力に対し十分な強度を確保することができる。このようにトンネル構造1では、各応力を吸収し得る構造となっているため、大断面であって、かつ、複数のプレキャストコンクリート製の部材からなるものでありながら、十分な強度を確保することができる。   The tunnel structure 1 having a large cross section constructed as described above absorbs the pre-stressed PC steel rod 25 and the arch reinforcing portion 3b when a moment due to earth pressure or the like is generated in the arch member 3a and the side wall portion 6. Further, in the tunnel structure 1 according to the present embodiment, stress concentrates on a location where the side wall portion 6 and the bottom portion 5 of the L-shaped member 2 are connected. As described above, the L-shaped member 2 has the side wall portion 6 and the bottom portion 5. Can be ensured sufficient strength against stress. As described above, the tunnel structure 1 has a structure capable of absorbing each stress. Therefore, the tunnel structure 1 has a large cross section and is made of a plurality of precast concrete members, but ensures sufficient strength. Can do.
上記のように本実施形態においては、アーチ状に湾曲したアーチ部3を備えたトンネル構造1において、前記アーチ部3は、プレキャストコンクリート製のアーチ部材3aと、現場打ちコンクリートにより前記アーチ部材3a上に形成されるアーチ補強部3bとにより形成されることにより、大断面であっても現場作業の工数を低減することによって、コストを削減することができる。また、アーチ補強部3bを現場打ちコンクリートで形成することにより、アーチ部材3aがアーチ補強部3bを形成するための型枠の一部として機能するため、型枠用の部材量を減らすと共に、型枠の設置及び解体のための作業工数を低減でき、コストをより削減することができる。   As described above, in the present embodiment, in the tunnel structure 1 including the arch portion 3 curved in an arch shape, the arch portion 3 is formed on the arch member 3a by precast concrete arch member 3a and cast-in-place concrete. By being formed by the arch reinforcing portion 3b formed in the above, it is possible to reduce the cost by reducing the number of on-site work steps even with a large cross section. In addition, by forming the arch reinforcing part 3b with cast-in-place concrete, the arch member 3a functions as a part of the mold for forming the arch reinforcing part 3b. The number of work steps for installing and dismantling the frame can be reduced, and the cost can be further reduced.
また、前記アーチ部材3aは、頂部9で左右に分割して構成されることにより、輸送が容易となり大きな断面を有するトンネルであっても、プレキャストコンクリート製の部材により構築することができるので、コストを低減できる。   Further, since the arch member 3a is divided into left and right at the top portion 9, it is easy to transport and can be constructed with a member made of precast concrete even if it is a tunnel having a large cross section. Can be reduced.
また、前記アーチ部材3aは、埋込体17を備えることにより、アーチ部材3aを軽量化して、材料費、輸送費を削減できると共に、現場作業を容易に行なえるので、さらにコストの低減を図ることができる。   Further, since the arch member 3a includes the embedded body 17, the arch member 3a can be reduced in weight, the material cost and the transportation cost can be reduced, and the field work can be easily performed, so the cost can be further reduced. be able to.
また、前記アーチ部材3は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材2の間に横架され、前記L形部材2の間に中央底版部4を設けることにより、側壁をL形部材2で構成したので側壁が自立することができ、容易に設置でき作業工数を低減できる。また、軟弱な地盤Gにおいても確実に構築することができる。   The arch member 3 is horizontally mounted between a pair of left and right precast concrete L-shaped members 2 extending in the tunnel height direction from the tunnel bottom side portion, and a central bottom plate portion 4 is interposed between the L-shaped members 2. By providing, since the side wall was comprised with the L-shaped member 2, a side wall can become independent, and it can install easily and can reduce work man-hours. Moreover, it can be reliably constructed even in the soft ground G.
また、前記アーチ部材3は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材2の間に横架され、前記L形部材2の背面に背面底版部30を設けることにより、側壁をL形部材2で構成したので側壁が自立することができ、容易に設置でき作業工数を低減できる。また、少ない材料で構築できるので、コストを削減できる。   The arch member 3 is laid between a pair of left and right precast concrete L-shaped members 2 extending in the tunnel height direction from the tunnel bottom side, and a rear bottom plate portion 30 is provided on the back of the L-shaped member 2. By providing, since the side wall was comprised with the L-shaped member 2, a side wall can become independent, and it can install easily and can reduce work man-hours. Moreover, since it can build with few materials, cost can be reduced.
また、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材2を設置し、前記請求項2に記載のアーチ部材3aを横架し、前記L形部材2と前記アーチ部材3aとを締結すると共にアーチ部材3a同士を頂部9において緊張力を導入したPC鋼棒により締結し、現場打ちコンクリートによりアーチ補強部3bを前記アーチ部材3aの上面に形成することにより、より大きな内空を有するトンネルであっても、プレキャストコンクリート製の部材により構築することができるので、コストを低減できる。また、アーチ補強部3bを現場打ちコンクリートで形成することにより、アーチ部材3aがアーチ補強部3bを形成するための型枠の一部として機能することができるので、型枠用の部材量を減らすと共に、型枠の設置及び解体のための作業工数を低減でき、コストをより削減することができる。   Further, a pair of left and right precast concrete L-shaped members 2 extending in the tunnel height direction from the bottom side of the tunnel are installed, the arch member 3a according to claim 2 is horizontally mounted, and the L-shaped member 2 and the By fastening the arch member 3a and fastening the arch members 3a to each other with a PC steel rod introduced with a tension force at the top 9, and forming the arch reinforcing portion 3b on the upper surface of the arch member 3a by using cast-in-place concrete, Even a tunnel having a large inner space can be constructed with a precast concrete member, so the cost can be reduced. Further, by forming the arch reinforcing portion 3b with cast-in-place concrete, the arch member 3a can function as a part of the mold for forming the arch reinforcing portion 3b, so the amount of the mold member is reduced. At the same time, it is possible to reduce the work man-hours for installing and dismantling the formwork, thereby further reducing the cost.
また、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材2を設置し、前記一対のL形部材2同士を間隔保持部材27で連結し、アーチ部材3aを横架し、前記L形部材2と前記アーチ部材3aとを締結すると共にアーチ部材3a同士を頂部9において緊張力を導入したPC鋼棒により締結した後、前記間隔保持部材27を撤去し、現場打ちコンクリートによりアーチ補強部3bを前記アーチ部材3aの上面に形成することにより、左右一対のL形部材2同士を間隔保持部材27により連結するので、構築途中においてL形部材2が転倒するのを防止できる。また、所定間隔に保持することができ、安全かつ容易に大断面のトンネルを構築することができるので、コストを低減できる。   In addition, a pair of left and right precast concrete L-shaped members 2 extending in the tunnel height direction from the bottom side of the tunnel is installed, the pair of L-shaped members 2 are connected to each other by a spacing member 27, and the arch member 3a is laterally moved. The L-shaped member 2 and the arch member 3a are fastened together, and the arch members 3a are fastened to each other by a PC steel rod introduced with a tension force at the top 9, and then the spacing member 27 is removed, By forming the arch reinforcing part 3b with concrete on the upper surface of the arch member 3a, the pair of left and right L-shaped members 2 are connected to each other by the spacing member 27, so that the L-shaped member 2 is prevented from falling during construction. it can. Moreover, since it can hold | maintain at a predetermined space | interval and a tunnel of a large section can be constructed | assembled safely and easily, cost can be reduced.
また、本実施形態ではトンネルの天井をアーチ部材3aで閉塞する場合について説明したが、本発明はこれに限らず、図7に示すように斜めに切り込み31を設けたアーチ部材3a2をL形部材2に接続することとしてもよい。こうすることにより、トンネル出口における明かりとりを形成することもできる。   Further, in this embodiment, the case where the ceiling of the tunnel is closed with the arch member 3a has been described. However, the present invention is not limited to this, and the arch member 3a2 provided with the oblique cuts 31 as shown in FIG. 2 may be connected. By doing so, it is also possible to form a light source at the tunnel exit.
次に本発明の第2実施例について説明する。尚、上記した第1実施例に係る構成と同様の構成については同様の符号を付し、簡単のため、説明を省略する。   Next, a second embodiment of the present invention will be described. In addition, the same code | symbol is attached | subjected about the structure similar to the structure which concerns on the above-mentioned 1st Example, and description is abbreviate | omitted for simplicity.
図8に示す本実施例に係るトンネル構造35は、第1実施例に係るトンネル構造1に対し、アーチ部36のみが異なり、一対のL形部材2と、前記L形部材2間に横架されるアーチ部36とにより形成される。アーチ部36は、プレキャストコンクリート製の一体型アーチ部材36aと、現場打ちコンクリートにより形成されるアーチ補強部36bとにより形成される。すなわち、本実施例に係る一体型アーチ部材36aは、上方に凸となるようにトンネルの幅方向に湾曲して形成された前記側壁部6と略同じ厚さを有する矩形の版部材であって、予め工場で形成されたものである。この一体型アーチ部材36aとL形部材2の当接部37には、当接面に直交して貫通する図示しない挿通孔が形成されている。   The tunnel structure 35 according to the present embodiment shown in FIG. 8 differs from the tunnel structure 1 according to the first embodiment only in the arch portion 36, and is horizontally mounted between a pair of L-shaped members 2 and the L-shaped members 2. The arch portion 36 is formed. The arch part 36 is formed by an integrated arch member 36a made of precast concrete and an arch reinforcing part 36b formed of cast-in-place concrete. That is, the integrated arch member 36a according to the present embodiment is a rectangular plate member having substantially the same thickness as the side wall portion 6 formed by being curved in the width direction of the tunnel so as to protrude upward. , Previously formed at the factory. The contact portion 37 between the integral arch member 36a and the L-shaped member 2 is formed with an insertion hole (not shown) penetrating perpendicularly to the contact surface.
次に、上記したトンネル構造1の構築方法について図9を参照して説明する。まず、図9(A)に示すように、開削した地盤G上に、均しコンクリートにより基礎20を敷設する。次いで、この基礎20の上に、図示しない敷きモルタルを施工した後、前記L形部材2を左右一対として設置する(図9(B))。   Next, a method for constructing the tunnel structure 1 will be described with reference to FIG. First, as shown in FIG. 9 (A), a foundation 20 is laid on the ground G that has been cut by using leveled concrete. Next, after laying mortar (not shown) on the foundation 20, the L-shaped member 2 is installed as a pair of left and right (FIG. 9B).
次に、図9(C)に示すように、移動自在の架台21を一対の前記L形部材2の略中間に設置する。また、図示しないが、L形部材2の背面側に転倒防止用の枠組みを、L形部材2の内側にアーチ部36を架設するための足場をそれぞれ設ける。また、現場に設置された上記トンネル部材に中央底版部4を打設する。中央底版部4は、前記L形部材2の底部5の間に配筋された図示しない鉄筋と、現場打ちコンクリートとにより構成され、前記鉄筋と、前記底部5に予め張り出し形成された鉄筋とが図示しない機械式継手で接続される。   Next, as shown in FIG. 9 (C), a movable base 21 is installed approximately in the middle of the pair of L-shaped members 2. Further, although not shown, a frame for preventing overturning is provided on the back side of the L-shaped member 2, and a scaffold for constructing the arch portion 36 is provided inside the L-shaped member 2. Moreover, the center bottom plate | version | printing part 4 is driven in the said tunnel member installed in the field. The center bottom plate portion 4 is composed of a reinforcing bar (not shown) arranged between the bottom portions 5 of the L-shaped member 2 and a cast-in-place concrete, and the reinforcing bars and the reinforcing bars formed in advance on the bottom portion 5 are formed. They are connected by a mechanical joint (not shown).
次に、L形部材2の側壁部6に一体型アーチ部材36aを横架する。すなわち、図9(D)に示すように、一体型アーチ部材36aの両端近傍にワイヤ23を係止する。ワイヤ23には予めチェーンブロック24が接続されている。このワイヤ23を図示しないクレーンに接続し、クレーンで一体型アーチ部材36aを引き上げる。次いで、前記チェーンブロック24によりワイヤ23の長さを調節することによって一体型アーチ部材36aの位置を微調整し、前記挿通孔に挿通した締結用PC鋼棒により一体型アーチ部材36aをL形部材2に連結する。尚、一体型アーチ部材36aを1セット設置するごとに目地部にはモルタルが充填され、一体型アーチ部材36aと側壁部6とが固定される。   Next, the integral arch member 36 a is horizontally mounted on the side wall portion 6 of the L-shaped member 2. That is, as shown in FIG. 9D, the wire 23 is locked in the vicinity of both ends of the integrated arch member 36a. A chain block 24 is connected to the wire 23 in advance. The wire 23 is connected to a crane (not shown), and the integrated arch member 36a is pulled up by the crane. Next, the position of the integrated arch member 36a is finely adjusted by adjusting the length of the wire 23 by the chain block 24, and the integrated arch member 36a is formed into an L-shaped member by the fastening PC steel rod inserted through the insertion hole. Connect to 2. Each time one set of the integrated arch member 36a is installed, the joint is filled with mortar, and the integrated arch member 36a and the side wall 6 are fixed.
このようにトンネルの長さ方向に同様の作業を繰り返し行ない、所定数、例えば一体型アーチ部材36aを2セット設置した段階で、トンネルの長さ方向に対し縦締めをし、一体化される。   In this way, the same operation is repeated in the length direction of the tunnel, and when a predetermined number of, for example, two sets of integrated arch members 36a are installed, they are vertically tightened in the length direction of the tunnel and integrated.
上記のように、L形部材2と一体型アーチ部材36aとが一体化され、かつ、トンネルの長さ方向に対して縦締めが行なわれた後、一体型アーチ部材36aの上面にアーチ補強部36bを現場打ちコンクリートにより打設する。作業終了後、枠組み及び足場を解体し撤去する。   As described above, after the L-shaped member 2 and the integrated arch member 36a are integrated, and the vertical tightening is performed in the length direction of the tunnel, the arch reinforcing portion is formed on the upper surface of the integrated arch member 36a. 36b is cast in place. After completion of the work, dismantle and remove the framework and scaffolding.
尚、L形部材2を間隔保持部材27で連結することとしてもよいことはもちろんである。   Needless to say, the L-shaped member 2 may be connected by the spacing member 27.
上記のように、アーチ部3を一体型アーチ部材3aとアーチ補強部3bとにより構成したから、部材数を低減できるので、作業工数を削減することができ、コストダウンを図れる。   As described above, since the arch portion 3 is constituted by the integral arch member 3a and the arch reinforcing portion 3b, the number of members can be reduced, so that the number of work steps can be reduced and the cost can be reduced.
本発明は、本実施形態に限定されるものではなく、本発明の要旨の範囲内で種々の変形実施が可能である。   The present invention is not limited to this embodiment, and various modifications can be made within the scope of the gist of the present invention.
また、本実施形態では開削工法におけるトンネル構造1について説明したが、本発明はこれに限らず、アーチ橋として適用することもできる。   Moreover, although this embodiment demonstrated the tunnel structure 1 in the open-cut method, this invention is not restricted to this, It can also be applied as an arch bridge.
本実施形態に係る大断面のトンネル構造を示す縦断面図である。It is a longitudinal cross-sectional view which shows the tunnel structure of the large cross section based on this embodiment. 同上、側壁部とアーチ部材との接合部を示す縦断面図である。It is a longitudinal cross-sectional view which shows the junction part of a side wall part and an arch member same as the above. 同上、頂部の縦断面図である。It is a longitudinal cross-sectional view of a top part same as the above. 本実施形態に係る大断面のトンネルの構築方法を段階的に示す図である。It is a figure which shows the construction method of the tunnel of a large section concerning this embodiment in steps. 同上、アーチ部材を設置する状態を示す図である。It is a figure which shows the state which installs an arch member same as the above. 本実施形態の変形例を示す縦断面図である。It is a longitudinal cross-sectional view which shows the modification of this embodiment. 本実施形態の別の変形例を示す外観図である。It is an external view which shows another modification of this embodiment. 本発明の第2実施例に係るトンネル構造を示す縦断面図である。It is a longitudinal cross-sectional view which shows the tunnel structure based on 2nd Example of this invention. 同上、トンネルの構築方法を段階的に示す図である。It is a figure which shows the construction method of a tunnel step by step same as the above.
符号の説明Explanation of symbols
1 トンネル構造
2 L形部材
3 アーチ部
3a アーチ部材
3b アーチ補強部
4 中央底版部
9 頂部
17 埋込体
1 Tunnel structure 2 L-shaped member 3 Arch part
3a Arch member
3b Arch reinforcement part 4 Center bottom plate part 9 Top part
17 Embedded

Claims (7)

  1. アーチ状に湾曲したアーチ部を備えたトンネル構造において、前記アーチ部は、プレキャストコンクリート製のアーチ部材と、現場打ちコンクリートにより前記アーチ部材上に形成されるアーチ補強部とにより形成されることを特徴とする大断面のトンネル構造。 In a tunnel structure including an arch portion curved in an arch shape, the arch portion is formed by an arch member made of precast concrete and an arch reinforcing portion formed on the arch member by cast-in-place concrete. A large-section tunnel structure.
  2. 前記アーチ部材は、頂部で左右に分割して構成されることを特徴とする請求項1記載の大断面のトンネル構造。 The large-section tunnel structure according to claim 1, wherein the arch member is divided into left and right at the top.
  3. 前記アーチ部材は、ボイドを備えることを特徴とする請求項1又は2記載の大断面のトンネル構造。 The large-section tunnel structure according to claim 1, wherein the arch member includes a void.
  4. 前記アーチ部材は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材間に横架され、前記L形部材間に中央底版部を設けることを特徴とする請求項1〜3いずれか1項に記載の大断面のトンネル構造。 The arch member is horizontally mounted between a pair of left and right precast concrete L-shaped members extending in a tunnel height direction from a tunnel bottom side portion, and a center bottom plate portion is provided between the L-shaped members. The large-sized tunnel structure of any one of 1-3.
  5. 前記アーチ部材は、トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材間に横架され、前記L形部材の背面に背面底版部を設けることを特徴とする請求項1〜3いずれか1項に記載のトンネル構造。 The arch member is horizontally mounted between a pair of left and right precast concrete L-shaped members extending in a tunnel height direction from a tunnel bottom side portion, and a back bottom plate portion is provided on a back surface of the L-shaped member. Item 4. The tunnel structure according to any one of Items 1 to 3.
  6. トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材を設置し、アーチ部材を横架し、前記L形部材と前記アーチ部材とを締結し、現場打ちコンクリートによりアーチ補強部を前記アーチ部材の上面に形成することを特徴とする大断面のトンネル構造の構築方法。 A pair of left and right precast concrete L-shaped members extending in the tunnel height direction from the bottom side of the tunnel is installed, the arch member is horizontally mounted, the L-shaped member and the arch member are fastened, and the arch is formed by cast-in-place concrete A method for constructing a tunnel structure having a large cross section, wherein a reinforcing portion is formed on an upper surface of the arch member.
  7. トンネル底側部からトンネル高さ方向に延びる左右一対のプレキャストコンクリート製のL形部材を設置し、前記一対のL形部材同士を間隔保持部材で連結し、アーチ部材を横架し、前記L形部材と前記アーチ部材とを締結した後、前記間隔保持部材を撤去し、現場打ちコンクリートによりアーチ補強部を前記アーチ部材の上面に形成することを特徴とする大断面のトンネル構造の構築方法。
    A pair of left and right precast concrete L-shaped members extending in the tunnel height direction from the tunnel bottom side is installed, the pair of L-shaped members are connected to each other by a spacing member, an arch member is horizontally mounted, and the L-shaped A method for constructing a tunnel structure with a large cross section, comprising: fastening a member and the arch member; then removing the spacing member; and forming an arch reinforcing portion on an upper surface of the arch member by cast-in-place concrete.
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CN103572963A (en) * 2012-08-08 2014-02-12 中冶天工上海十三冶建设有限公司 Concrete pouring method for secondary structure
CN104018437A (en) * 2014-06-17 2014-09-03 安徽省交通投资集团有限责任公司 Thin-wall annular assembly mode underground passage
KR101866320B1 (en) * 2017-07-12 2018-07-04 주식회사 인터컨스텍 Precast arch structure of steel-concrete composite girder and construction method thereof
KR101920365B1 (en) * 2017-07-12 2018-11-20 주식회사 인터컨스텍 Precast segment arch structure and construction method thereof

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CN103016029B (en) * 2012-12-28 2014-12-31 成都中铁隆工程集团有限公司 Grouped second liner construction method for large cross-section tunnel
CN105604090B (en) * 2016-03-17 2017-09-12 上海市城市建设设计研究总院(集团)有限公司 The cast-in-place open section tunnel structure combined with precast assembly
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CN103572963A (en) * 2012-08-08 2014-02-12 中冶天工上海十三冶建设有限公司 Concrete pouring method for secondary structure
CN104018437A (en) * 2014-06-17 2014-09-03 安徽省交通投资集团有限责任公司 Thin-wall annular assembly mode underground passage
KR101866320B1 (en) * 2017-07-12 2018-07-04 주식회사 인터컨스텍 Precast arch structure of steel-concrete composite girder and construction method thereof
KR101920365B1 (en) * 2017-07-12 2018-11-20 주식회사 인터컨스텍 Precast segment arch structure and construction method thereof

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