JP4665834B2 - Side-by-side tunnel structure and its construction method - Google Patents

Side-by-side tunnel structure and its construction method Download PDF

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JP4665834B2
JP4665834B2 JP2006149490A JP2006149490A JP4665834B2 JP 4665834 B2 JP4665834 B2 JP 4665834B2 JP 2006149490 A JP2006149490 A JP 2006149490A JP 2006149490 A JP2006149490 A JP 2006149490A JP 4665834 B2 JP4665834 B2 JP 4665834B2
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mine
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center pillar
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JP2007321347A (en
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義信 古家
秀雄 木梨
康之 大西
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Obayashi Corp
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Description

この発明は、隣接して並行配設されるトンネルの側部同士がセンターピラーを介して結合されている並設トンネル構造およびその構築方法に関する。   The present invention relates to a side-by-side tunnel structure in which side portions of adjacent tunnels arranged in parallel are coupled via a center pillar and a construction method thereof.

土砂地山において、並行する２本の本坑トンネルを隣接させて構築する場合には、両本坑トンネル間部に地山の上載荷重が集中するため、当該上載荷重に対処する必要がある。これ故、従来にあっては、両本坑トンネル間の中央部に位置させて、予め中央先進導坑を掘削し、この中央先進導坑内に両本坑トンネルの共有支持構造体としてセンターピラーを形成するようにしている。そして、当該センターピラーの形成後に、中央先進導坑に沿わせてその一方側に先進本坑を掘削してその内周に支保工を設置し、当該支保工の中央先進導坑側の端部はセンターピラーに一体的に結合させてあずけ、爾後、中央先進導坑に沿わせてその他方側に後進本坑を掘削し、同様にして当該後進本坑の支保工をセンターピラーに一体的に結合させてあずけるようにしている（下記の特許文献等を参照）。
特開２００２−３２２８９８号公報 特開２００５−３４４３１８号公報 When two parallel main tunnels are constructed adjacent to each other on earth and sand, it is necessary to cope with the upper load because the upper load of the natural ground is concentrated between the two main tunnels. Therefore, in the past, a central advanced tunnel was excavated in advance in the central part between the two main tunnels, and a center pillar was used as a shared support structure for the two main tunnels in this central advanced tunnel. Try to form. And after the formation of the center pillar, along the central advanced guide shaft, the advanced main shaft is excavated on one side thereof, and a support is installed on the inner periphery thereof. Is integrated with the center pillar, and after dredging, the reverse main shaft is excavated along the central advanced guide shaft to the other side. Similarly, the support work for the reverse main shaft is integrated with the center pillar. They are combined (see the following patent documents).
JP 2002-322898 A JP 2005-344318 A

しかしながら、上記従来の構築方法にあっては、並行設置するトンネルの本坑掘削に先だって、両トンネル間の中央部に小断面の中央先進導坑を予め先行掘削し、その狭い空間の内部にて両トンネルの支保工を支持する共有のセンターピラーを予め形成しておくようにしたものであるため、中央先進導坑の掘削形成に時間と工費を費やされるばかりか、狭い空間内でセンターピラーを形成する作業も面倒なものであって、このセンターピラーの形成にも時間と工費を要することになり、もって工期が長期化するとともに、工費が非常に嵩んでしまうとい課題があった。   However, in the conventional construction method described above, prior to the excavation of the main tunnel of the tunnel to be installed in parallel, the central advanced guide shaft with a small cross section is pre-excavated in the center between the two tunnels, and the inside of the narrow space Since a common center pillar supporting the support work of both tunnels is formed in advance, not only will it take time and labor to excavate the central advanced tunnel, but the center pillar will be installed in a narrow space. The forming operation is troublesome, and it takes time and labor to form the center pillar, which increases the construction period and increases the construction cost.

本発明は、上記事情に鑑みてなされたものであり、その目的は、本坑の掘削に先だって中央先進導坑を掘削することなく、大断面の先進坑の内部にてその並設トンネル間の中央部側に位置した側部に共有のセンターピラーを予め形成して、後進坑の掘削をすることができ、もって工期の短縮化と工費の低減化とを可及的に図ることができる並設トンネル構造およびその構築方法を提供することにある。   The present invention has been made in view of the above circumstances, and the purpose of the present invention is to connect the parallel tunnels within the large-scale advanced mine without excavating the central advanced guide prior to excavation of the main mine. A common center pillar can be formed in advance on the side located on the center side, and the reverse shaft can be excavated, thereby shortening the construction period and reducing the construction cost as much as possible. It is to provide a construction tunnel structure and a construction method thereof.

上記の目的を達成するために本発明に係る並設トンネル構造にあっては、隣接して並行に配設されるトンネルの側部同士がセンターピラーを介して結合される並設トンネル構造において、 一方のトンネルの支保工と他方のトンネルの支保工とが互いに脚部の上方部で交差し、該交差部から下方に延びる両支保工の脚部間には補強部材が設けられて前記センターピラーが形成されることを特徴とする。   In the side-by-side tunnel structure according to the present invention to achieve the above object, in the side-by-side tunnel structure in which the side portions of adjacent tunnels arranged in parallel are coupled via a center pillar, The support of one tunnel and the support of the other tunnel intersect each other at the upper part of the leg part, and a reinforcing member is provided between the leg parts of both support works extending downward from the intersecting part. Is formed.

ここで、前記補強部材は打ち込みコンクリートとなし得る。   Here, the reinforcing member may be driven concrete.

また、前記センターピラー近傍の地山を、ロックボルトや薬液注入等によって補強して改良地盤とする構成ともなし得る。   Further, the ground in the vicinity of the center pillar can be reinforced by rock bolts, chemical solution injection or the like to form an improved ground.

また、上記の目的を達成するために本発明に係る並設トンネルの構築方法にあっては、先行掘削した先進坑の側方に隣接させて後進坑を並行掘削し、該先進坑と後進坑との側部同士をセンターピラーを介して結合して構築する並設トンネルの構築方法において、先進坑を先行掘削して形成する先進坑掘削工程と、該先進坑の内周に沿って設置される支保工を、該先進坑の長手方向に所定間隔で設置する支保工設置工程と、該先進坑に設けた支保工の内側に、未掘削の後進坑の支保工の脚部をその上端部を該先進坑の支保工脚部に結合させて先行設置する後進坑の支保工脚部設置工程と、該先行設置した後進坑の支保工脚部と先進坑の支保工脚部との間に補強部材を設けてセンターピラーを形成するセンターピラー形成工程と、該センターピラー形成部位の側方に後進坑を並行掘削する後進坑掘削工程と、該先進坑に予め設置されて該センターピラーを構成する該後進坑の支保工脚部に連続させて、該後進坑の内周に沿って支保工を設置する後進坑の支保工設置工程と、を備えていることを特徴とする。   Further, in order to achieve the above object, in the method for constructing a side-by-side tunnel according to the present invention, a backward mine is excavated in parallel adjacent to the side of an advanced mine that has been excavated in advance, In the method of constructing a side-by-side tunnel that is constructed by connecting side portions with each other via a center pillar, an advanced mine excavation process in which an advanced mine is pre-excavated and formed along the inner periphery of the advanced mine The supporting work is installed at predetermined intervals in the longitudinal direction of the advanced mine, and the upper end of the support part of the unexcavated reverse mine is installed inside the supporting work provided in the advanced mine. Between the support leg of the reverse mine and the support leg of the advanced mine installed in advance. A center pillar forming step of forming a center pillar by providing a reinforcing member; A reverse mine excavation step for excavating a reverse mine in parallel to the side of the formation site; and a continuous pier support leg of the reverse mine that is pre-installed in the advanced mine and constitutes the center pillar, A reverse mine support installation process for installing support works along the circumference.

ここで、前記補強部材には打ち込みコンクリートを採用し得る。   Here, cast-in concrete can be adopted as the reinforcing member.

また、前記後進坑掘削工程を施工する前に、前記センターピラー近傍の地山にロックボルトや薬液注入等による地山補強処理を施して地盤改良する地盤改良工程を行う構成ともなし得る。   Moreover, before constructing the reverse mine excavation process, a ground improvement process may be performed in which a ground improvement process is performed by performing a ground reinforcement process such as a rock bolt or chemical injection on the ground near the center pillar.

上記のようにしてなる本発明の並設トンネル構造及びその構築方法によれば、先進坑と後進坑とを並設して掘削するにあたって、それらの中央部間に小断面の中央先進導坑を先がけて掘削して、その狭い空間内にセンターピラーを先行設置するという作業工程を行うことなく、大断面に掘削した先進坑の広い空間内でその側部にセンターピラーを先行設置することができ、センターピラーの形成を容易に行うことが出来る。このため、工期の短縮化と工費の削減化とを可及的に図れるようになる。   According to the side-by-side tunnel structure and the construction method thereof according to the present invention as described above, when excavating an advanced mine and a reverse mine in parallel, a central advanced guide shaft having a small cross section is provided between the central portions thereof. The center pillar can be installed in advance in the wide space of the advanced mine that has been excavated in a large section without performing the work process of drilling ahead and installing the center pillar in the narrow space in advance. The center pillar can be easily formed. For this reason, it is possible to shorten the construction period and reduce the construction cost as much as possible.

以下に、本発明に係る並設トンネル構造およびその構築方法の好適な一実施の形態について、本線道路の上下線をなす２つのトンネルを土砂地山に隣接させて並行に設ける場合を例にして、図１〜図９の添付図面に基づいて説明する。   In the following, a preferred embodiment of the side-by-side tunnel structure and its construction method according to the present invention will be described by taking as an example the case where two tunnels forming the upper and lower lines of the main road are provided in parallel adjacent to the earth and sand mountain. The description will be made with reference to the accompanying drawings of FIGS.

図１は並設トンネルの構築途中状態を概略的に示す概略平断面図である。また、図２（I）〜（V）及び図３（VI）〜（IX）はそれぞれ図１中においてＩ−Ｉ線乃至IX−IX線にて示す部位の矢視断面図であり、施工工程順に示してある。   FIG. 1 is a schematic cross-sectional view schematically showing a state where a parallel tunnel is being constructed. 2 (I) to (V) and FIGS. 3 (VI) to (IX) are cross-sectional views taken along lines I-I to IX-IX in FIG. They are shown in order.

図１に示すように、並設トンネル２は本線道路の上下線をそれぞれ画成する２つのトンネルが隣接されて並行に設けられてなる。当該並設トンネル２を構築するにあたっては、一方のトンネルを先進坑４として先行掘削し、この先進坑４に対して所定の工程遅れを持たせて追従させながら他方のトンネルを後進坑６として後行掘削していく。   As shown in FIG. 1, the side-by-side tunnel 2 is provided in parallel with two tunnels that respectively define the upper and lower lines of the main road. In constructing the side-by-side tunnel 2, one tunnel is advanced as an advanced mine 4, and the other tunnel is moved backward as a backward mine 6 while following the advanced mine 4 with a predetermined process delay. Line excavation.

先ず、最初の工程として先進坑掘削工程とこれに続く支保工設置工程とが順次に行われる。先進坑掘削工程では、所定のトンネル設置計画ラインに沿って掘削機械等を用いて切り羽５を掘削・ズリ出しして先進坑４を形成していく。そして、掘削した先進坑４の内周には、逐次にコンクリートを１次吹き付けして土砂の崩落の防止を図る。爾後、当該１次吹き付け層の内側に沿わせてＨ型鋼による支保工１０を逐次に建て込んで設置していく。この支保工１０は先進坑４の長手方向に所定の間隔を空けて設けられる。当該支保工１０の設置後には、支保工１０，１０間を埋めるようにしてコンクリートの２次吹き付けが行われて、この２次吹き付け層により吹き付けコンクリート層の強度向上が図られる。   First, an advanced mine excavation process and a subsequent support installation process are sequentially performed as the first process. In the advanced mine excavation process, the advanced pit 4 is formed by excavating and slipping the face 5 using a drilling machine or the like along a predetermined tunnel installation plan line. And concrete is sequentially sprayed to the inner periphery of the excavated advanced mine 4 in order to prevent the collapse of earth and sand. After the dredging, the supporting work 10 made of H-shaped steel is sequentially built and installed along the inside of the primary spray layer. This supporting work 10 is provided at a predetermined interval in the longitudinal direction of the advanced mine 4. After the support 10 is installed, the concrete is sprayed so as to fill the space between the supports 10 and 10, and the strength of the sprayed concrete layer is improved by the secondary spray layer.

ここで、図２の（I）及び（II）に示すように、当該先進坑４の掘削から２次吹き付け迄の工程は、先進坑４の上半部４ａと下半部４ｂとに区分けされて２段階で行われるようになっている。図４〜図９は、その１段階目に行われる先進坑４の上半部４ａの掘削から２次吹き付け迄と、その後のロックボルトの打設工程との１段階目における各施工工程をより詳しく説明したものである。なお、これら図４〜図９の各図において（ａ）は横断面、（ｂ）は平断面、（Ｃ）は側断面を示している。即ち、図４の前進掘削開始前状態と図５の掘削・ズリ出し工程との図に示すように、先進坑４はその上半分４ａが先に掘削される。そして、上半部４ａが所定形状に掘削されると、図６の１次吹き付け工程に示すように、その内周面にコンクリートが１次吹き付けされて１次吹き付け層８ａが形成される。   Here, as shown in (I) and (II) of FIG. 2, the process from the excavation of the advanced mine 4 to the secondary spraying is divided into an upper half 4a and a lower half 4b of the advanced mine 4. This is done in two stages. FIGS. 4 to 9 show each construction process in the first stage from the excavation of the upper half 4a of the advanced mine 4 to the secondary spraying, which is performed in the first stage, and the subsequent rock bolt placing process. This is a detailed explanation. 4 to 9, (a) shows a cross section, (b) shows a plane section, and (C) shows a side section. That is, as shown in the drawing of the state before the start of forward excavation in FIG. 4 and the excavation / slip out step in FIG. 5, the upper half 4a of the advanced mine 4 is excavated first. Then, when the upper half 4a is excavated into a predetermined shape, as shown in the primary spraying step of FIG. 6, the primary spray layer 8a is formed by primarily spraying concrete on the inner peripheral surface thereof.

当該１次吹き付け層８ａが形成されると、次ぎに図７に示すように、内周面に沿ってＨ型鋼製の支保工１０の建て込みが行われる。そして、支保工１０が建て込まれると、図８に示すように、既に先行して建て込まれている支保工１０との間にコンクリートの２次吹き付けが行われて２次コンクリート層８ｂが形成され、もって吹き付けコンクリート層８の強度向上が図られる。   When the primary spray layer 8a is formed, as shown in FIG. 7, the H-shaped steel support 10 is built along the inner peripheral surface. Then, when the support work 10 is built, as shown in FIG. 8, secondary spraying of concrete is performed between the support work 10 that has already been built in advance, and a secondary concrete layer 8b is formed. Thus, the strength of the sprayed concrete layer 8 is improved.

爾後、図９に示すように、支保工１０，１０間のコンクリート層８を貫通して多数のロックボルト１２が地山中に放射状に打設される。ここで、ロックボルト１２は後進坑６と干渉しないようにその掘削予定領域を避けて配設することになるが、地山の上載荷重が集中する先進坑４と後進坑６との間の中央部近傍の地山部分を重点的に補強するのが効果的である。また、地山の状況によっては薬液注入を行って先進坑４と後進坑６との間の中央部近傍の地山部分を地盤改良する。そして、上記の各施工工程を経て先進坑４の上半部４ａの掘削形成が終了したならば、同様に下半部４ｂの掘削形成を、掘削・ズリだし施工工程、1次吹き付け施工工程、支保工建て込み施工工程、２次吹き付け施工工程を経て行う。   After the dredging, as shown in FIG. 9, a large number of lock bolts 12 are radiated into the natural ground through the concrete layer 8 between the support works 10 and 10. Here, the rock bolt 12 is disposed so as to avoid the planned excavation area so as not to interfere with the reverse shaft 6, but the central portion between the advanced shaft 4 and the reverse shaft 6 where the overlay load is concentrated. It is effective to reinforce the nearby natural ground part. Moreover, depending on the situation of the natural ground, chemical solution injection is performed to improve the ground portion near the central portion between the advanced mine 4 and the reverse mine 6. And if excavation formation of upper half part 4a of advanced mine 4 is completed through each above-mentioned construction process, excavation formation of lower half part 4b will be similarly carried out, excavation / slipping construction process, primary spray construction process, It is carried out through a support construction process and a secondary spraying process.

以上のようにして、先進坑４の掘削形成が終了したならば、次ぎに図１及び図２（III）に示すように、まだ未掘削の後進坑６の支保工１４の脚部１４ａを、上記先進坑４に設けた支保工１０の後進坑設置側の内側に位置させて、後進坑６の掘削に先がけて設置する支保工脚部設置工程が行われる。この支保工脚部１４ａは先進坑４の支保工脚部１０ａと対称形をなしていて、その上端側が湾曲している。この後進坑６の支保工脚部１４ａを先行配設するにあたり、当該支保工脚部１４ａはその下端部が先進坑４の支保工脚部１０ａの下端部に対して所定距離を離間され、湾曲した上端側の端部が先進坑４の支保工脚部１０ａの上端部に結合されて一体的に設置される。この結合部は先進坑４の下半部４ｂよりもやや上方に位置している。   When the excavation formation of the advanced mine 4 is completed as described above, next, as shown in FIG. 1 and FIG. A support leg installation step is performed, which is positioned before the reverse mine installation side of the support pier 10 provided in the advanced mine 4 and is installed prior to excavation of the reverse mine 6. The support leg 14a is symmetrical with the support leg 10a of the advanced mine 4, and its upper end is curved. When the support leg 14a of the reverse shaft 6 is disposed in advance, the lower end of the support leg 14a is spaced a predetermined distance from the lower end of the support leg 10a of the advanced mine 4 and is curved. The end portion on the upper end side is connected to the upper end portion of the support leg 10a of the advanced mine 4 and installed integrally. This joint is located slightly above the lower half 4b of the advanced mine 4.

そして、支保工脚部１４ａの設置が終わるとセンターピラー形成工程が行われる。このセンターピラー形成工程では、上記先行設置した後進坑６の支保工脚部１４ａと先進坑４の支保工脚部１０ａとの間に、これら両支保工脚部１０ａ，１４ａと一体化させて補強部材１６を設けてセンターピラー１８を形成する。本実施の形態では、当該補強部材１６としては打ち込みコンクリートが採用されており、この打ち込みコンクリートは下半部４ｂの高さ位置まで打ち込まれている。   And when installation of the support leg 14a is completed, a center pillar forming step is performed. In this center pillar forming process, the support legs 14a of the reverse mine 6 installed in advance and the support legs 10a of the advanced mine 4 are integrated with the support legs 10a and 14a for reinforcement. The member 16 is provided to form the center pillar 18. In the present embodiment, driven concrete is employed as the reinforcing member 16, and this driven concrete is driven to the height position of the lower half 4b.

次ぎに、図２（IV）に示すように、先進坑４の底面にコンクリートを打設して先進坑インバート２０を施工し、先進坑４に床部を形成する。先進坑インバート２０は支保工１０の両脚部１０ａ，１０ｂ及び支保工１４の脚部１４ａと一体化させて施工する。これにより、支保工１０と先進坑インバート２０とは環状に一体的に繋がって閉断面部となり、耐荷重能力が向上する。   Next, as shown in FIG. 2 (IV), concrete is cast on the bottom surface of the advanced mine 4 to construct the advanced mine invert 20, and a floor portion is formed in the advanced mine 4. The advanced mine invert 20 is constructed so as to be integrated with both the leg portions 10 a and 10 b of the support work 10 and the leg part 14 a of the support work 14. Thereby, the support work 10 and the advanced mine invert 20 are integrally connected in an annular shape to form a closed cross section, and the load bearing capacity is improved.

そして、上記先進坑インバート２０のコンクリートが強度発現した時点で、図２（V）と図３（VI）とに示すように、その強度発現した部位の側方部分の地山を並行掘削して後進坑６の掘削工程及び支保工設置工程とを行う。この後進坑６の掘削工程と支保工設置工程にあっても、先進坑４の場合と同様に、上半部６ａと下半部６ｂとが２段階で施工され、各段階毎に掘削・ズリ出し、１次吹き付け、支保工建て込み、２次吹き付けの各施工工程が順次に行われる。ここで、１次吹き付け施工後の後進坑６の支保工設置工程では、先進坑４内に予め設置されてセンターピラー１８を構成する後進坑の支保工脚部１４ａに連続させて後進坑６の内周に沿って支保工１４を建て込んで設置し、並設トンネル２の中央部側の一端部は支保工脚部１０ａ，１４ａの結合部に結合させて一体化させる。   Then, when the concrete of the advanced mine invert 20 develops strength, as shown in FIG. 2 (V) and FIG. 3 (VI), the ground in the side part of the portion where the strength is developed is excavated in parallel. The excavation process of the reverse shaft 6 and the support installation process are performed. Even in the excavation process and the support installation process of the reverse mine 6, as in the case of the advanced mine 4, the upper half 6a and the lower half 6b are constructed in two stages. Each construction process of taking out, primary spraying, support construction, and secondary spraying is performed sequentially. Here, in the support installation process of the reverse mine 6 after the primary spraying construction, the reverse mine 6 is installed in advance in the advanced mine 4 and is continuously connected to the support limbs 14a of the reverse mine constituting the center pillar 18. The support work 14 is built and installed along the inner periphery, and one end of the center side of the side-by-side tunnel 2 is joined to the joint part of the support work legs 10a and 14a to be integrated.

次に、図３（VII）に示すように、後進坑６の底面にコンクリートを打設して後進坑インバート２２を施工し、後進坑６の床部を形成する。後進坑インバート２２は支保工１４の両脚部１４ａ，１４ｂ及び支保工１０の脚部１０ａと一体化させて施工する。これにより、先進坑４の場合と同様に、支保工１４と後進坑インバート２２とは環状に一体的に繋がって閉断面部となり、耐荷重能力が向上する。爾後、図３（IIX）に示すように、先進坑４の支保工１０と吹きつけコンクリート層８とを覆って先進坑覆工２４を、先進坑インバート２０に連続させて一体的に打設形成し、引き続いて図３（IX）に示すように、後進坑６の支保工１４と吹きつけコンクリート層８とを覆って後進坑覆工２６を、後進坑インバート２２に連続させて一体的に打設形成する。   Next, as shown in FIG. 3 (VII), concrete is cast on the bottom surface of the reverse shaft 6 to construct the reverse shaft invert 22 to form the floor portion of the reverse shaft 6. The reverse shaft invert 22 is constructed by being integrated with both the leg portions 14 a and 14 b of the support work 14 and the leg portion 10 a of the support work 10. Thereby, like the case of the advanced mine 4, the support work 14 and the reverse mine invert 22 are integrally connected in an annular shape to form a closed cross-section portion, and the load bearing capacity is improved. After the dredging, as shown in FIG. 3 (IIX), the advanced mine lining work 24 is covered with the advanced mine invert 20 so as to cover the supporting work 10 and the sprayed concrete layer 8 of the advanced mine 4 and integrally formed. Subsequently, as shown in FIG. 3 (IX), the reverse pit cover 26 is covered with the reverse pit invert 22 so as to cover the supporting work 14 of the reverse pit 6 and the sprayed concrete layer 8 and is integrally driven. Set up.

従って、隣接して並行配設されるトンネルの側部同士がセンターピラー１８を介して結合される並設トンネル２を、以上の様にして構築することにより、 一方のトンネルの支保工１０と他方のトンネルの支保工１４とが互いに脚部１０ａ，１４ａの上方部で交差し、当該交差部から下方に延びる両支保工１０，１４の脚部１０ａ，１４ａ間には補強部材１６が設けられてセンターピラー１８が形成されている構造の並設トンネル２を、その工期を可及的に短縮化させて、かつ工費を可及的に低減させて得ることができるようになる。   Therefore, by constructing the side-by-side tunnel 2 in which the side portions of adjacent tunnels arranged side by side are connected via the center pillar 18 as described above, the supporting work 10 of one tunnel and the other side are constructed. The tunnel supporters 14 of the tunnel intersect each other at the upper part of the leg parts 10a, 14a, and a reinforcing member 16 is provided between the leg parts 10a, 14a of the both support works 10, 14 extending downward from the intersection part. The side-by-side tunnel 2 having the structure in which the center pillar 18 is formed can be obtained by shortening the construction period as much as possible and reducing the construction cost as much as possible.

なお、図示した実施の形態例では、並行する２本の本坑トンネルを隣接させて構築する場合を例示しているが、本発明はこれに限らず、３本以上の本抗トンネルを並行に隣接させて構築する場合にも適用することができる。   In the illustrated embodiment, the case where two parallel main tunnels are built adjacent to each other is illustrated, but the present invention is not limited to this, and three or more main tunnels are connected in parallel. The present invention can also be applied to a case where they are built adjacent to each other.

本発明に係る並設トンネルの構築途中状態を概略的に示す概略平断面図である。It is a schematic plane sectional view which shows roughly the construction middle state of the parallel tunnel which concerns on this invention. 同図（I）〜（V）はそれぞれ図１中においてＩ−Ｉ線乃至V−V線にて示す各部位の矢視断面図である。FIGS. (I) to (V) are cross-sectional views taken along lines I-I to V-V in FIG. 同図（VI）〜（IX）はそれぞれ図１中においてVＩ−VＩ線乃至IX−IX線にて示す各部位の矢視断面図である。。(VI) to (IX) are sectional views taken along arrows VI-VI to IX-IX in FIG. . 先進坑の前進掘削前の状態を示すもので、（ａ）は横断面図、（ｂ）は平断面図、（Ｃ）は側断面図である。The state before a forward excavation of an advanced mine is shown, (a) is a cross-sectional view, (b) is a plane cross-sectional view, and (C) is a side cross-sectional view. 先進坑上半部の掘削・ズリ出し工程を示すもので、（ａ）は横断面図、（ｂ）は平断面図、（Ｃ）は側断面図である。The excavation / slipping process of the upper half of the advanced mine is shown, (a) is a cross-sectional view, (b) is a plane cross-sectional view, and (C) is a side cross-sectional view. 先進坑上半部の１次吹き付け工程を示すもので、（ａ）は横断面図、（ｂ）は平断面図、（Ｃ）は側断面図である。The primary spraying process of the upper half of an advanced mine is shown, (a) is a cross-sectional view, (b) is a plane cross-sectional view, and (C) is a side cross-sectional view. 先進坑上半部の鋼製支保工建て込み工程を示すもので、（ａ）は横断面図、（ｂ）は平断面図、（Ｃ）は側断面図である。The steel support construction process of an upper half part of an advanced mine is shown, (a) is a cross-sectional view, (b) is a plane cross-sectional view, and (C) is a side cross-sectional view. 先進坑上半部の２次吹き付け工程を示すもので、（ａ）は横断面図、（ｂ）は平断面図、（Ｃ）は側断面図である。The secondary spraying process of an upper half of an advanced mine is shown, (a) is a cross-sectional view, (b) is a plane cross-sectional view, and (C) is a side cross-sectional view. 先進坑上半部のロックボルト打設工程を示すもので、（ａ）は横断面図、（ｂ）は平断面図、（Ｃ）は側断面図である。FIG. 2A shows a process for placing a rock bolt in the upper half of an advanced mine, wherein FIG. 3A is a cross-sectional view, FIG. 2B is a cross-sectional view, and FIG.

符号の説明Explanation of symbols

２ 並設トンネル
４ 先進坑
４ａ 上半部
４ｂ 下半部
６ 後進坑
６ａ 上半部
６ｂ 下半部
８ 吹き付けコンクリート層
８ａ １次吹き付け層
８ｂ ２次吹き付け層
１０ 先進坑の支保工
１０ａ 支保工脚部（中央部側）
１２ ロックボルト
１４ 後進坑の支保工
１４ａ 支保工脚部（中央部側）
１６ 補強部材
１８ センターピラー
２０ 先進坑インバート
２２ 後進坑インバート
２４ 先進坑覆工
２６ 後進坑覆工 2 Parallel tunnel 4 Advanced mine 4a Upper half 4b Lower half 6 Reverse mine 6a Upper half 6b Lower half 8 Spraying concrete layer 8a Primary spraying layer 8b Secondary spraying layer 10 Advanced mine support 10a Supporting leg Part (center side)
12 Rock bolt 14 Back pit support 14a Support leg (center side)
16 Reinforcing member 18 Center pillar 20 Advanced mine invert 22 Reverse mine invert 24 Advanced mine lining 26 Reverse mine lining

Claims (6)

隣接して並行配設されるトンネルの側部同士がセンターピラーを介して結合される並設トンネル構造であって、
一方のトンネルの支保工と他方のトンネルの支保工とが互いに脚部の上方部で交差し、該交差部から下方に延びる両支保工の脚部間には補強部材が設けられて前記センターピラーが形成されていることを特徴とする並設トンネル構造。 A side-by-side tunnel structure in which the side portions of adjacent tunnels arranged in parallel are coupled via a center pillar,
The support of one tunnel and the support of the other tunnel intersect each other at the upper part of the leg part, and a reinforcing member is provided between the leg parts of both support works extending downward from the intersecting part. A side-by-side tunnel structure characterized in that is formed. 前記補強部材が打ち込みコンクリートでなることを特徴とする請求項１に記載の並設トンネル構造。   The parallel tunnel structure according to claim 1, wherein the reinforcing member is made of cast concrete. 前記センターピラー近傍の地山が、ロックボルトや薬液注入等によって補強された改良地盤とされていることを特徴とする請求項１または２のいずれかに記載の並設トンネル構造。   3. The side-by-side tunnel structure according to claim 1 or 2, wherein a ground in the vicinity of the center pillar is an improved ground reinforced by rock bolts or chemical injection. 先行掘削した先進坑の側方に隣接させて後進坑を並行掘削し、該先進坑と後進坑との側部同士をセンターピラーを介して結合して構築する並設トンネルの構築方法であって、
先進坑を先行掘削して形成する先進坑掘削工程と、
該先進坑の内周に沿って設置される支保工を、該先進坑の長手方向に所定間隔で設置する支保工設置工程と、
該先進坑に設けた支保工の内側に、未掘削の後進坑の支保工の脚部をその上端部を該先進坑の支保工脚部に結合させて先行設置する後進坑の支保工脚部設置工程と、
該先行設置した後進坑の支保工脚部と先進坑の支保工脚部との間に補強部材を設けてセンターピラーを形成するセンターピラー形成工程と、
該センターピラー形成部位の側方に後進坑を並行掘削する後進坑掘削工程と、
該先進坑に予め設置されて該センターピラーを構成する該後進坑の支保工脚部に連続させて、該後進坑の内周に沿って支保工を設置する後進坑の支保工設置工程と、
を備えていることを特徴とする並設トンネルの構築方法。 A method for constructing a side-by-side tunnel, in which a reverse mine is excavated in parallel adjacent to the side of an advanced mine that has been excavated in advance, and the sides of the advanced mine and the reverse mine are joined together via a center pillar. ,
Advanced mine excavation process, which is formed by advanced excavation of advanced mine,
Supporting work installed along the inner circumference of the advanced mine, a supporting work installation process for installing the support mine at predetermined intervals in the longitudinal direction of the advanced mine,
The support shaft of the reverse mine is installed in advance by connecting the upper end of the support shaft of the non-excavated reverse shaft to the support shaft of the advanced mine inside the support shaft provided in the advanced mine. Installation process;
A center pillar forming step of forming a center pillar by providing a reinforcing member between the support leg of the reverse pit installed in advance and the support leg of the advanced mine;
A reverse mine excavation process for excavating a reverse mine in parallel to the side of the center pillar formation site;
A support shaft installation step for a reverse mine that is installed in advance along the inner periphery of the reverse mine shaft in a continuous manner with the support limb portion of the reverse mine shaft that is pre-installed in the advanced mine and constitutes the center pillar;
A parallel tunnel construction method characterized by comprising: 前記補強部材が打ち込みコンクリートであることを特徴とする請求項４に記載の並設トンネルの構築方法。   The method for constructing a side-by-side tunnel according to claim 4, wherein the reinforcing member is driven concrete. 前記後進坑掘削工程を施工する前に、前記センターピラー近傍の地山にロックボルトや薬液注入等による地山補強処理を施して地盤改良する地盤改良工程を行うことを特徴とする請求項４または５のいずれかに記載の並設トンネルの構築方法。
5. The ground improvement step of performing ground improvement processing by performing ground reinforcement processing such as rock bolts or chemical injection on the ground near the center pillar before performing the reverse mine excavation step. 6. A method for constructing a side-by-side tunnel according to any one of 5 above.
JP2006149490A 2006-05-30 2006-05-30 Side-by-side tunnel structure and its construction method Expired - Fee Related JP4665834B2 (en)

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Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03202598A (en) * 1989-12-28 1991-09-04 Shimizu Corp Reinforced structure of eye-glass shaped tunnel
JP2002322898A (en) * 2001-04-24 2002-11-08 Mitsui Constr Co Ltd Binocular tunnel with center pillar and its construction method
JP2005344318A (en) * 2004-06-01 2005-12-15 Shimizu Corp Center pillar structure of binocular-shaped tunnel

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03202598A (en) * 1989-12-28 1991-09-04 Shimizu Corp Reinforced structure of eye-glass shaped tunnel
JP2002322898A (en) * 2001-04-24 2002-11-08 Mitsui Constr Co Ltd Binocular tunnel with center pillar and its construction method
JP2005344318A (en) * 2004-06-01 2005-12-15 Shimizu Corp Center pillar structure of binocular-shaped tunnel

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