JP2018150752A - How to build a tunnel enclosure - Google Patents
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Abstract
【課題】トンネル断面が変化する区間でも、高い止水性能を確保しつつ作業効率のよい構築方法の提供。【解決手段】断面が変化する区間を外殻トンネル５で囲繞し、隣り合う外殻トンネル５相互に連通する連通空間を設け、前記連通空間にトンネル躯体を構成する鋼殻分割体を設置し、接続された複数の前記鋼殻分割体に、充填コンクリートを充填する工程を備え、外殻トンネル５が、断面において相互に間隔を設けて構築される先行外殻トンネル５１、または断面のうち最小断面では、先行外殻トンネル５１と断面の一部を重複させて構築され、最大断面では、先行外殻トンネル５１と間隔を有して、もしくは先行外殻トンネル５１と断面の一部を最小断面より小さく重複させて構築される後行外殻トンネル５２よりなる。【選択図】図４The present invention provides a construction method with high work efficiency while ensuring high water stopping performance even in a section where the tunnel cross section changes. An outer shell tunnel 5 surrounds a section whose cross section changes, a communication space is provided that communicates with adjacent outer shell tunnels 5, and a steel shell divided body that constitutes the tunnel housing is installed in the communication space. A step of filling the plurality of connected steel shell divided bodies with filled concrete, and the outer shell tunnel 5 is constructed with the outer shell tunnel 5 being spaced from each other in the cross section, or the smallest cross section of the cross sections Is constructed by overlapping a part of the cross section with the preceding outer shell tunnel 51, and at the maximum cross section, it is spaced from the preceding outer shell tunnel 51 or a part of the cross section of the preceding outer shell tunnel 51 and the cross section is smaller than the minimum cross section. It consists of a trailing outer tunnel 52 constructed in a small and overlapping manner. [Selection] Figure 4
Description
本発明は、断面が変化する区間を有するトンネルの構築予定領域を複数の外殻トンネルで囲繞し、外殻トンネルの内空を利用してトンネル躯体を構築するトンネル躯体の構築方法に関する。 The present invention relates to a tunnel housing construction method in which a tunnel construction planned region having a section whose section changes is surrounded by a plurality of outer shell tunnels, and a tunnel housing is constructed using the inner space of the outer shell tunnel.
従来より、地中に大断面トンネルの覆工体を構築する方法として、例えば特許文献１では、地中空洞の構築予定領域を囲むように複数のルーフシールドトンネルを構築し、ルーフシールドトンネルのセグメントを一部撤去してその外側の地山を掘削し、ルーフシールド間にルーフシールドトンネルと連通する空間を設ける。この後、この空間とルーフシールド内にコンクリートを充填して一連の覆工コンクリートを構築している。そして、これら覆工コンクリートは、防水性能を確保するべく、その外周側であって地山と接触する範囲に防水シートを設置し、防水シートの両縁部をルーフシールドトンネルにおけるセグメントを撤去した開口部の周縁部に連結している。 Conventionally, as a method for constructing a lining body of a large-section tunnel in the ground, for example, in Patent Document 1, a plurality of roof shield tunnels are constructed so as to surround a construction planned area of an underground cavity, and a segment of the roof shield tunnel is constructed. Is removed, and the ground outside is excavated, and a space communicating with the roof shield tunnel is provided between the roof shields. After that, a series of lining concrete is constructed by filling the space and the roof shield with concrete. These lining concretes have an opening in which the waterproof sheet is installed on the outer periphery of the lining concrete in a range where it comes into contact with the natural ground, and the edges of the waterproof sheet are removed from the segments in the roof shield tunnel. It is connected to the peripheral part of the part.
一方、特許文献２では、特許文献１と同様に、ルーフシールドトンネル間にルーフシールドトンネルと連通する空間を設けた後、この空間とルーフシールドトンネルの内空において、補剛材を組み立てるとともに鉄筋および型枠を設置する。そして、型枠の内部に覆工コンクリートを打設充填し、隣り合うルーフシールドトンネルどうしを連結する態様の覆工体を施工する。この覆工体を、すべてのルーフシールドトンネル間に相互に連結しつつ形成していき、リング状断面の一連の本設覆工壁を構築している。このような型枠を用いた本設覆工壁では、その外面側全体に防水シートを敷設することにより、防水性能を確保する方法を採用することが一般的である。 On the other hand, in Patent Document 2, as in Patent Document 1, after providing a space communicating with the roof shield tunnel between the roof shield tunnels, a stiffener is assembled in the space and the inner space of the roof shield tunnel, and the reinforcing bars and Install formwork. Then, the inside of the mold is filled with lining concrete, and a lining body in a mode of connecting adjacent roof shield tunnels is constructed. This lining body is formed while being connected to each other between all the roof shield tunnels, thereby constructing a series of permanent lining walls having a ring-shaped cross section. In a permanent lining wall using such a formwork, it is general to employ a method of ensuring waterproof performance by laying a waterproof sheet on the entire outer surface side.
しかし、特許文献１および特許文献２のいずれの方法であっても、構築しようとする地中空洞に、断面が一様ではなく変化する区間が存在する場合、地中空洞の構築予定領域を囲むルーフシールドトンネルの配置間隔は、断面ごとに変化する。これにより、例えば隣り合うルーフシールド間の間隔が長い位置では、ルーフシールドトンネルと連通する空間を構築するための、地山の掘削範囲が広くなるため、施工性や安全性に課題が生じやすい。 However, in any of the methods of Patent Document 1 and Patent Document 2, if the underground cavity to be constructed includes a section whose cross-section is not uniform, the surrounding construction area of the underground cavity is surrounded. The arrangement interval of the roof shield tunnel changes for each cross section. Thereby, for example, at a position where the distance between the adjacent roof shields is long, the excavation range of the natural ground for constructing a space communicating with the roof shield tunnel is widened, so that problems are likely to occur in workability and safety.
また、大断面トンネルの覆工体を鉄筋コンクリート造で構築する場合、採用する鉄筋は鉄筋径が大きく重量があるため、配筋作業が煩雑となりやすい。さらに、狭隘なルーフシールドトンネル内ではスペースが限られていることから作業性に劣るため、配筋作業だけでなく、型枠の設置やコンクリートの打設等に係る作業に、多大な労力と時間を要する。 Moreover, when constructing the lining body of a large-section tunnel with a reinforced concrete structure, the reinforcing bars to be adopted are large in rebar diameter and heavy, so that the rebaring work tends to be complicated. Furthermore, since the space is limited in a narrow roof shield tunnel, it is inferior in workability. Therefore, not only the work of bar arrangement, but also the work related to the installation of formwork and the placement of concrete, a great amount of labor and time. Cost.
加えて、特許文献２のような型枠を用いる方法では、セグメントを一部撤去したルーフシールドを補剛するための補剛材が、地中空洞の断面からみて略放射方向に延在するよう設置され、また、隣り合うルーフシールドを連結するように配置される型枠が、地中空洞の周方向に延在するよう設置される。 In addition, in the method using the formwork as in Patent Document 2, the stiffener for stiffening the roof shield from which the segment has been partially removed extends substantially in the radial direction as viewed from the cross section of the underground cavity. A formwork that is installed and arranged to connect adjacent roof shields is installed so as to extend in the circumferential direction of the underground cavity.
これにより、補剛材と型枠は互いに干渉しあう態様となり、例えば、型枠に孔を設けて補剛材を貫通させるなどして取り合いを納める必要が生じる。このため、取り合いの納まり部分が水みちとなりやすく、止水性能に課題が生じていた。 As a result, the stiffener and the formwork interfere with each other. For example, a hole must be provided in the formwork to allow the stiffener to pass therethrough. For this reason, the portion where the joints are stored is likely to become a waterway, and a problem has arisen in water stopping performance.
本発明は、かかる課題に鑑みなされたものであって、その主な目的は、トンネル躯体に、断面が一様ではなく変化する区間が存在する場合であっても、高い止水性能を確保しつつ作業効率のよい、トンネルの覆工体となるトンネル躯体の構築方法を提供することである。 The present invention has been made in view of such a problem, and its main purpose is to ensure high water stopping performance even when the tunnel housing has a section where the cross section is not uniform and changes. An object is to provide a method for constructing a tunnel housing that is a tunnel lining body with good work efficiency.
かかる目的を達成するため本発明のトンネル躯体の構築方法は、断面が変化する区間を有するトンネルの構築予定領域を、該構築予定領域の周方向に並ぶ複数の外殻トンネルで囲繞し、該外殻トンネルの内空を利用してトンネル躯体を構築するトンネル躯体の構築方法であって、隣り合う前記外殻トンネル相互に連通する連通空間を設ける工程と、該連通空間に、前記トンネル躯体を構成する鋼殻分割体を挟持しつつ前記外殻トンネルを補剛可能な開口補強柱を用いて、前記鋼殻分割体を設置する工程と、接続された複数の前記鋼殻分割体に、充填コンクリートを充填する工程と、を備え、前記外殻トンネルが、前記断面において相互に間隔を設けて構築される先行外殻トンネル、または前記断面のうち最小断面では、前記先行外殻トンネルと断面の一部を重複させて構築され、最大断面では、前記先行外殻トンネルと間隔を有して、もしくは前記先行外殻トンネルと断面の一部を前記最小断面より小さく重複させて構築される後行外殻トンネルよりなり、前記連通空間が、間隔を有して隣り合う前記外殻トンネル各々で対向するセグメントの一部を撤去して地山を掘削する切り開き工により構築される空間、もしくは、前記先行外殻トンネルと断面が重複する前記後行外殻トンネルのセグメントの一部を撤去して構築される空間、よりなることを特徴とする。 In order to achieve this object, the tunnel housing construction method of the present invention surrounds a tunnel construction planned region having a section whose cross section changes with a plurality of outer shell tunnels arranged in the circumferential direction of the construction planned region, and A tunnel housing construction method for constructing a tunnel housing using an inner space of a shell tunnel, comprising a step of providing a communication space communicating with the adjacent outer shell tunnels, and the tunnel housing is configured in the communication space A step of installing the steel shell divided body using an opening reinforcing column capable of stiffening the outer shell tunnel while sandwiching the steel shell divided body, and filling the plurality of connected steel shell divided bodies with filled concrete And the outer shell tunnel is constructed with a space between each other in the cross section, or in the smallest cross section of the cross section, the preceding outer shell tunnel Constructed by overlapping a part of the cross section, with the maximum cross section being spaced apart from the preceding outer shell tunnel or by overlapping a part of the cross section with the preceding outer shell tunnel smaller than the minimum cross section A space constituted by a trailing outer shell tunnel, wherein the communication space is constructed by a slitting work for excavating a natural ground by removing a part of the opposing segment in each of the adjacent outer shell tunnels with a gap, or The space is constructed by removing a part of the segment of the trailing outer tunnel whose cross section overlaps with that of the preceding outer tunnel.
本発明のトンネル躯体の構築方法によれば、外殻トンネルが、断面において相互に間隔を設けて構築される先行外殻トンネル、または構築予定領域の最大断面では複数の先行外殻トンネルと間隔を有し、最小断面では先行外殻トンネルと断面の一部を重複する複数の後行外殻トンネルよりなる。これにより、トンネルが断面の変化する区間を有する場合にも、隣り合う外殻トンネルの間隔が過大に広くなることがない。 According to the method for constructing a tunnel housing of the present invention, the outer shell tunnel is constructed so that the outer shell tunnel is constructed with a space between each other in the cross section, or the maximum cross section of the construction planned region is spaced from a plurality of preceding outer tunnels. It has a minimum cross section and a plurality of following outer shell tunnels that overlap a part of the cross section with the preceding outer shell tunnel. Thereby, even when the tunnel has a section where the cross section changes, the interval between adjacent outer shell tunnels does not become excessively wide.
したがって、隣り合う外殻トンネル相互に連通する連通空間が、間隔を有して隣り合う外殻トンネル各々で対向するセグメントの一部を撤去して地山を掘削する切り開き工により構築される空間、もしくは、先行外殻トンネルと断面が重複する後行外殻トンネルのセグメントの一部を撤去して構築される空間のいずれであっても、連通空間が長大となることがない。このため、連通空間を構築する際の作業性および安全性を大幅に向上することが可能となる。 Therefore, a communication space that communicates with adjacent outer shell tunnels is a space that is constructed by a slitting method that excavates a natural ground by removing a part of the segments facing each other with an interval between adjacent outer tunnels, Alternatively, the communication space does not become long in any of the spaces constructed by removing a part of the segment of the trailing outer tunnel whose cross section overlaps that of the preceding outer tunnel. For this reason, it becomes possible to improve workability | operativity and safety | security at the time of building a communication space significantly.
また、トンネル躯体を、トンネルの構築予定領域を囲繞する複数の外殻トンネルの内空に鋼殻分割体を設置し、鋼殻分割体に充填コンクリートを充填して構築する、いわゆるＳＣ構造により構築する。これにより、型枠工および鉄筋工等の作業手間を大幅に省力化できるため、狭小な外殻トンネルの内空であっても、施工性を向上することができるとともに、施工時間を大幅に短縮することが可能となる。 In addition, the tunnel housing is constructed by the so-called SC structure in which steel shell divided bodies are installed in the inner space of a plurality of outer shell tunnels surrounding the tunnel construction planned area, and the steel shell divided bodies are filled with filled concrete. To do. As a result, work such as formwork and rebar work can be greatly saved, so that workability can be improved and construction time can be greatly shortened even in a narrow outer shell tunnel. It becomes possible to do.
さらに、鋼殻分割体を外殻トンネルの内空に、鋼殻分割体を挟持しつつ外殻トンネルを補剛可能な開口補強柱を用いて設置する。これにより、鋼殻分割体に貫通孔を設けることなく、開口補強柱にて外殻トンネルを補剛しながら、鋼殻分割体を外殻トンネルの内空に設置することができる。このため、鋼殻分割体における開口補強柱が干渉する部位に水みちとなるような隙間を生じることがなく、トンネル躯体の内空への漏水を防止でき、高い止水性を確保することが可能となる。 Furthermore, the steel shell divided body is installed in the inner space of the outer shell tunnel using an opening reinforcing column capable of stiffening the outer shell tunnel while sandwiching the steel shell divided body. Thereby, without providing a through-hole in a steel shell division body, a steel shell division body can be installed in the inner space of an outer shell tunnel, stiffening an outer shell tunnel with an opening reinforcement pillar. For this reason, it is possible to prevent water leakage to the inside of the tunnel housing, and to ensure high water-stopping, without causing a gap that becomes a water channel in the part where the opening reinforcing column in the steel shell divided body interferes. It becomes.
本発明のトンネル躯体の構築方法は、前記外殻トンネルの内空に、該外殻トンネルの軸線方向に間隔を設けて複数の支保工を設置した後、前記連通空間を設けるとともに、該支保工の一部を撤去することにより、前記鋼殻分割体を設置するための鋼殻分割体設置領域を、前記連通空間に確保することを特徴とする。 In the tunnel housing construction method of the present invention, a plurality of support works are installed in the inner space of the outer shell tunnel at intervals in the axial direction of the outer tunnel, and then the communication space is provided, and the support work is provided. By removing a part of the above, a steel shell divided body installation region for installing the steel shell divided body is secured in the communication space.
また、本発明のトンネル躯体の構築方法は、前記連通空間を設けた後の前記外殻トンネル各々における隣り合う前記支保工の間に、新たな支保工を追加設置することを特徴とする。 Moreover, the construction method of the tunnel housing of the present invention is characterized in that a new support is additionally installed between the adjacent support works in each of the outer shell tunnels after the communication space is provided.
本発明のトンネル躯体の構築方法によれば、外殻トンネルの内空に支保工を設置して、連通空間および鋼殻分割体設置領域を設ける際の安全性を確保するとともに、外殻トンネルの内空に新たな支保工を複数追加設置する。これにより、１体の支保工に対する荷重負担を軽減できるため、鋼殻分割体設置領域を確保するべく、支保工の一部を撤去した場合にも安全に作業を実施することが可能となる。 According to the tunnel housing construction method of the present invention, a support is installed in the inner space of the outer shell tunnel to ensure safety when providing the communication space and the steel shell divided body installation region, and the outer shell tunnel. Additional new support works will be installed in the interior. Thereby, since the load burden with respect to one support work can be reduced, even if a part of support work is removed in order to secure a steel shell division body installation field, it becomes possible to work safely.
本発明によれば、トンネル躯体に断面が一様ではなく変化する区間が存在する場合であっても、鋼殻分割体を構築するべく設ける隣り合う外殻トンネル相互に連通する連通空間を構築する際の作業効率を大幅に向上できるとともに、複数の鋼殻分割体を接続して充填コンクリートを充填することで構築されるトンネル躯体に、高い止水性能を確保することが可能となる。 According to the present invention, even if there is a section in which the cross section is not uniform in the tunnel housing, a communication space communicating with adjacent outer shell tunnels provided to construct a steel shell divided body is constructed. The work efficiency at the time can be greatly improved, and a high waterproof performance can be secured in a tunnel housing constructed by connecting a plurality of steel shell divided bodies and filling with filled concrete.
本発明は、トンネルの構築予定領域を、並列に配置した複数の外殻トンネルで囲繞し、これら外殻トンネルの内空を利用してトンネル躯体を構築するためのトンネル躯体の構築方法に関するものである。本実施の形態では、構築予定のトンネルとして、本線シールドトンネルの一部分に構築される大断面トンネルを事例とし、大断面トンネルの本設覆工体となるトンネル躯体を構築する方法を、以下に図１〜図１６を用いて説明する。 The present invention relates to a tunnel building construction method for surrounding a tunnel construction planned region with a plurality of outer shell tunnels arranged in parallel and constructing a tunnel housing using the inner space of these outer shell tunnels. is there. In this embodiment, as a tunnel to be constructed, a large section tunnel constructed in a part of a main shield tunnel is taken as an example, and a method for constructing a tunnel housing that is a main lining body of a large section tunnel is illustrated below. A description will be given with reference to FIGS.
図１の概略図で示すように、本線シールドトンネル１の一部分に構築される大断面トンネル３は、本線シールドトンネル１における支線トンネル２との分岐合流部を設けるべく構築されるもので、最大断面３１と最小断面３２を備えた略円錐台形状をなす区間Ａを有して構築される。 As shown in the schematic diagram of FIG. 1, the large-section tunnel 3 constructed in a part of the main shield tunnel 1 is constructed so as to provide a branching junction with the branch tunnel 2 in the main shield tunnel 1. 31 and a section A having a substantially frustoconical shape with a minimum cross section 32.
このような、断面が一様ではなく変化する区間Ａを有する大断面トンネル３を構築するにあたっては、図２で示すような複数の外殻トンネル５にて、大断面トンネル構築予定領域４の周囲を取り囲む。本実施の形態において外殻トンネル５は、図３および図４で示すような、先行外殻トンネル５１もしくは後行外殻トンネル５２よりなる。 In constructing such a large-section tunnel 3 having a section A in which the cross section is not uniform, a plurality of outer shell tunnels 5 as shown in FIG. Surrounding. In the present embodiment, the outer shell tunnel 5 is composed of a leading outer shell tunnel 51 or a trailing outer shell tunnel 52 as shown in FIGS.
先行外殻トンネル５１は、大断面トンネル３の最小断面３２において、図３（ａ）で示すように、断面を重複することなく隣接して配置することの可能な数量を用いる。したがって、大断面トンネル３の最大断面３１では、図３（ｂ）で示すように、隣り合う先行外殻トンネル５１の配置間隔が、一様ではない状態となる。 As shown in FIG. 3A, the preceding outer shell tunnel 51 uses a quantity that can be arranged adjacent to each other without overlapping the cross section in the minimum cross section 32 of the large cross section tunnel 3. Therefore, in the maximum cross section 31 of the large cross section tunnel 3, as shown in FIG. 3B, the arrangement intervals of the adjacent preceding outer shell tunnels 51 are not uniform.
一方、後行外殻トンネル５２は、大断面トンネル３の最大断面３１において、図４（ｂ）で示すように、先行外殻トンネル５１と断面を重複することなく隣接して配置することの可能な数量を用いる。このため、大断面トンネル３の最小断面３２では、図４（ａ）で示すように、後行外殻トンネル５２は、その断面の一部を先行外殻トンネル５１に重複するよう配置される状態となる。 On the other hand, as shown in FIG. 4B, the trailing outer shell tunnel 52 can be arranged adjacent to the leading outer tunnel 51 without overlapping the cross section, as shown in FIG. Use the correct quantity. Therefore, in the minimum cross section 32 of the large cross section tunnel 3, as shown in FIG. 4A, the trailing outer shell tunnel 52 is arranged so that a part of the cross section overlaps the preceding outer shell tunnel 51. It becomes.
したがって、図５の平面図で示す大断面トンネル構築予定領域４のように、最小断面３２を有する区間Ｂと最大断面３１を有する区間Ｃとの間に位置する区間Ａにおいて、先行外殻トンネル５１は、区間Ｂ側から区間Ｃ側に向かうにつれて、一部の隣り合う先行外殻トンネル５１の配置間隔が、徐々に大きくなる。一方、後行外殻トンネル５２は、区間Ｃ側から区間Ｂ側に向かうにつれて、その断面の一部が隣り合う先行外殻トンネル５１に徐々に重複することとなる。 Therefore, in the section A located between the section B having the smallest section 32 and the section C having the largest section 31, like the large section tunnel construction planned area 4 shown in the plan view of FIG. As the distance from the section B side to the section C side, the arrangement interval of some adjacent preceding outer shell tunnels 51 gradually increases. On the other hand, as the trailing outer shell tunnel 52 moves from the section C side to the section B side, a part of the cross section gradually overlaps the adjacent outer shell tunnel 51.
なお、外殻トンネル５は、シールド工法や推進工法等いずれの施工方法により構築されるトンネルでもよいが、本実施の形態では、シールドトンネルを採用している。 The outer shell tunnel 5 may be a tunnel constructed by any construction method such as a shield method or a propulsion method, but in this embodiment, a shield tunnel is employed.
このように配置される外殻トンネル５の内空では、トンネル躯体９を構成する躯体分割体６が構築される。躯体分割体６は、長さ方向がトンネル躯体９の周方向と合致し、幅方向がトンネル躯体９の軸線方向と合致するように配置されるもので、いわゆるハーフプレキャスト部材である鋼殻分割体７と、鋼殻分割体７の中空部に充填される充填コンクリート８とにより構成される。 In the inner space of the outer shell tunnel 5 arranged in this way, a housing divided body 6 constituting the tunnel housing 9 is constructed. The frame divided body 6 is arranged so that the length direction coincides with the circumferential direction of the tunnel frame 9 and the width direction coincides with the axial direction of the tunnel frame 9, and the steel shell divided body which is a so-called half precast member. 7 and filled concrete 8 filled in the hollow portion of the steel shell divided body 7.
鋼殻分割体７は、図６（ａ）で示すように、トンネル躯体９の内周面を構成する湾曲板形状の内側鋼殻板７１、トンネル躯体９の外周面を構成する湾曲板形状の外側鋼殻板７２、およびせん断補強筋７３とを備える。これらは、内側鋼殻板７１の凸面と外側鋼殻板７２の凹面を間隔を設けて対向させ、中空部を形成した状態で両者を連結するように複数のせん断補強筋７３を配置し、組み立てられる。 As shown in FIG. 6 (a), the steel shell divided body 7 includes a curved plate-shaped inner steel shell plate 71 that constitutes the inner peripheral surface of the tunnel housing 9, and a curved plate-shaped member that constitutes the outer peripheral surface of the tunnel housing 9. An outer steel shell plate 72 and a shear reinforcement 73 are provided. These are constructed by arranging a plurality of shear reinforcement bars 73 so that the convex surface of the inner steel shell plate 71 and the concave surface of the outer steel shell plate 72 are opposed to each other with a gap therebetween, and are connected in a state where a hollow portion is formed. It is done.
内側鋼殻板７１は、図６（ｂ）で示すように、長さ方向がトンネル躯体９の内周面をなす円弧状に形成された矩形鋼板よりなるスキンプレート７１１と、スキンプレート７１１の幅方向の両端部各々に設置される一対の主桁７１２と、スキンプレート７１１の長さ方向の両端部各々に設置される一対の継手板７１３と、主桁７１２どうしを連結するようにスキンプレート７１１上に設置される複数の縦リブ７１４と、を備える。 As shown in FIG. 6B, the inner steel shell plate 71 includes a skin plate 711 made of a rectangular steel plate formed in an arc shape whose length direction forms the inner peripheral surface of the tunnel housing 9, and the width of the skin plate 711. A pair of main girders 712 installed at both ends in the direction, a pair of joint plates 713 installed at both ends in the length direction of the skin plate 711, and the skin plate 711 so as to connect the main girders 712 to each other. A plurality of vertical ribs 714 installed thereon.
主桁７１２、継手板７１３および縦リブ７１４は、いずれも矩形鋼板よりなり、スキンプレート７１１と面どうしが直交するよう設置されるとともに、主桁７１２に対して継手板７１３および縦リブ７１４も面どうしも直交するよう設置されている。また、これら主桁７１２、継手板７１３および縦リブ７１４はいずれも、スキンプレート７１１の凸面側に設置される。 The main girder 712, the joint plate 713, and the vertical ribs 714 are all made of rectangular steel plates, and are installed so that the skin plate 711 and the surfaces are orthogonal to each other. They are installed so that they are orthogonal to each other. The main beam 712, the joint plate 713, and the vertical rib 714 are all installed on the convex surface side of the skin plate 711.
一方、図６（ｃ）で示すように、外側鋼殻板７２も内側鋼殻板７１と同様に、スキンプレート７２１、一対の主桁７２２、一対の継手板７２３、および縦リブ７２４を備えるが、スキンプレート７２１は、矩形鋼板の長さ方向がトンネル躯体９の外周面をなす円弧状に形成される。また、主桁７２２、継手板７２３および縦リブ７２４はいずれも、スキンプレート７２１の凹面側に設置される。 On the other hand, as shown in FIG. 6C, the outer steel shell plate 72 also includes a skin plate 721, a pair of main girders 722, a pair of joint plates 723, and vertical ribs 724, similar to the inner steel shell plate 71. The skin plate 721 is formed in an arc shape in which the length direction of the rectangular steel plate forms the outer peripheral surface of the tunnel housing 9. Further, the main beam 722, the joint plate 723, and the vertical rib 724 are all installed on the concave surface side of the skin plate 721.
鋼殻分割体７は、内側鋼殻板７１および外側鋼殻板７２にそれぞれ備えた、主桁７１２、７２２が主筋として機能するとともに、縦リブ７１４、７２４が配力筋として機能する。これにより、配筋作業は、せん断補強筋７３のみでよいことから、鋼殻分割体７を組み立てる際に複雑な配筋作業を行う必要がなく、設置作業を大幅に省力化することが可能となる。また、主筋および配力筋が不要な構造となっていることにより、鋼殻分割体７への充填コンクリート８の充填性もよく、品質の良い躯体分割体６を構築することができる。 In the steel shell divided body 7, the main girders 712 and 722 provided in the inner steel shell plate 71 and the outer steel shell plate 72 respectively function as main bars, and the vertical ribs 714 and 724 function as force distribution bars. Thereby, since the reinforcement work only needs to be the shear reinforcement 73, it is not necessary to perform a complicated reinforcement work when assembling the steel shell divided body 7, and the installation work can be greatly labor-saving. Become. Moreover, since it has a structure that does not require the main reinforcing bars and the distribution bars, it is possible to construct the frame divided body 6 with good filling properties of the filled concrete 8 into the steel shell divided bodies 7 and high quality.
なお、本実施の形態では、図６（ｂ）（ｃ）で示すように、内側鋼殻板７１および外側鋼殻板７２に中主桁７１２’、７２２’を追加して設置している。これら追加設置する中主桁７１２’、７２２’は、鋼殻分割体７に必要とされる耐力に応じて適宜増減すればよい。 In this embodiment, as shown in FIGS. 6B and 6C, middle main girders 712 'and 722' are additionally provided on the inner steel shell plate 71 and the outer steel shell plate 72. These additional intermediate main girders 712 ′ and 722 ′ may be appropriately increased or decreased according to the proof stress required for the steel shell divided body 7.
また、鋼殻分割体７の内側鋼殻板７１および外側鋼殻板７２において、少なくとも、主桁７１２、７２２、中主桁７１２’、７２２’、および縦リブ７１４、７２４、にスタッドジベル等のずれ止め部材を設置しておくと、充填コンクリート８との一体性を高める構造とすることができる。 Further, in the inner steel shell plate 71 and the outer steel shell plate 72 of the steel shell divided body 7, at least the main girders 712 and 722, the middle main girders 712 'and 722', and the vertical ribs 714 and 724, stud studs, etc. If a slip-preventing member is installed, a structure that enhances the integrity with the filled concrete 8 can be obtained.
このような構成の鋼殻分割体７を複数接続する場合、鋼殻分割体７には内側鋼殻板７１の主桁７１２と継手板７１３および外側鋼殻板７２の主桁７２２と継手板７２３による側周面が形成されていることから、側周面どうしを当接させて接続する。 When connecting a plurality of steel shell divided bodies 7 having such a configuration, the steel shell divided body 7 includes a main girder 712 and a joint plate 713 of the inner steel shell plate 71 and a main girder 722 and a joint plate 723 of the outer steel shell plate 72. Since the side peripheral surface is formed, the side peripheral surfaces are brought into contact with each other for connection.
具体的には、隣り合う鋼殻分割体７における内側鋼殻板７１の継手板７１３どうし、および外側鋼殻板７２の継手板７２３どうしを当接させて接続すると、リング状をなす。さらに、内側鋼殻板７１の主桁７１２どうし、および外側鋼殻板７２の主桁７２２どうしを当接させて接続すると、筒状をなす。 Specifically, when the joint plates 713 of the inner steel shell plates 71 and the joint plates 723 of the outer steel shell plates 72 in the adjacent steel shell divided bodies 7 are brought into contact with each other to form a ring shape. Further, when the main girders 712 of the inner steel shell plate 71 and the main girders 722 of the outer steel shell plate 72 are brought into contact with each other, a cylindrical shape is formed.
このため、内側鋼殻板７１および外側鋼殻板７２それぞれの継手板７１３、７２３および主桁７１２，７２２には、図６（ｂ）（ｃ）で示すように、接続部材（図示せず）を貫通させるための貫通孔７１５、７２５が複数設けられている。なお、接続部材は、鋼殻分割体７どうしを接続できる部材であれば、高力ボルト等いずれを採用してもよい。 Therefore, as shown in FIGS. 6B and 6C, connecting members (not shown) are provided on the joint plates 713 and 723 and the main girders 712 and 722 of the inner steel shell plate 71 and the outer steel shell plate 72, respectively. A plurality of through-holes 715 and 725 are provided for penetrating them. In addition, if a connection member is a member which can connect the steel shell division bodies 7, any may be employ | adopted, such as a high strength volt | bolt.
さらに、図６（ｃ）で示すように、側周面をなす外側鋼殻板７２の継手板７２３および主桁７２２には、複数の貫通孔７２５を挟むように２体の止水材１０が設置されている。本実施の形態では、止水材１０に水膨潤性の合成ゴムを採用しているが、止水性を確保できるものであれば、いずれの材料を用いてもよい。 Further, as shown in FIG. 6C, the two water-stopping materials 10 are formed so as to sandwich a plurality of through holes 725 in the joint plate 723 and the main girder 722 of the outer steel shell plate 72 forming the side peripheral surface. is set up. In the present embodiment, a water-swellable synthetic rubber is used for the water-stopping material 10, but any material may be used as long as it can ensure water-stopping.
これにより、複数の鋼殻分割体７を接続させることにより形成される外側鋼殻板７２側の目地部７４には、図６（ａ）で示すように、止水材１０が位置することとなる。したがって、外側鋼殻板７２側から目地部７４に水が流入した場合には、止水材１０が膨潤して目地部７４の隙間を塞ぐ。 Accordingly, as shown in FIG. 6A, the waterstop material 10 is located in the joint portion 74 on the outer steel shell plate 72 side formed by connecting the plurality of steel shell divided bodies 7. Become. Therefore, when water flows into the joint portion 74 from the outer steel shell plate 72 side, the water blocking material 10 swells and closes the gap between the joint portions 74.
したがって、鋼殻分割体７を複数連結して充填コンクリート８を充填することにより躯体分割体６を構築し、また、この躯体分割体６を複数接続してトンネル躯体９を構築すると、その外周側の地山に湧水があった場合にも、内空に向かう水みちが形成されることがない。このように、トンネル躯体９は、内方を掘削して構築される大断面トンネル３に漏水を生じさせることのない、高い止水性を有する構造体となる。 Therefore, when a plurality of steel shell divided bodies 7 are connected and filled with filled concrete 8 to construct a frame divided body 6, and when a plurality of these frame divided bodies 6 are connected to construct a tunnel housing 9, Even if there is spring water in the natural ground, there is no formation of a waterway toward the inner sky. In this way, the tunnel housing 9 is a structure having a high water blocking property that does not cause water leakage in the large-section tunnel 3 constructed by excavating the inside.
なお、外側鋼殻板７２の継手板７２３および主桁７２２に設けた止水材１０は、外側鋼殻板７２のみでなく、内側鋼殻板７１の継手板７１３および主桁７１２にも設けてもよい。また、鋼殻分割体７に止水材１０を設けずに、複数の鋼殻分割体７を接続することにより形成される目地部７４を溶接して封止し、止水性を確保してもよい。もしくは、複数の鋼殻分割体７を接続して形成される外側鋼殻板７２側の目地部７４を覆うように、止水シートを被覆する、または止水材を吹き付けてもよい。 The water blocking material 10 provided on the joint plate 723 and the main girder 722 of the outer steel shell plate 72 is provided not only on the outer steel shell plate 72 but also on the joint plate 713 and the main girder 712 of the inner steel shell plate 71. Also good. Moreover, even if it does not provide the water-stop material 10 in the steel shell division body 7, the joint part 74 formed by connecting the some steel shell division body 7 is welded and sealed, and water-proofing is ensured. Good. Or you may coat | cover a water stop sheet | seat or spray a water stop material so that the joint part 74 by the side of the outer steel shell plate 72 formed by connecting the some steel shell division body 7 may be covered.
以下に、上述した躯体分割体６を接続してなるトンネル躯体９を、先行外殻トンネル５１と後行外殻トンネル５２の内空を利用して構築するためのトンネル躯体９の構築方法を説明する。 Below, the construction method of the tunnel housing 9 for constructing the tunnel housing 9 formed by connecting the above-mentioned housing divided bodies 6 using the inner space of the preceding outer shell tunnel 51 and the following outer shell tunnel 52 will be described. To do.
まず、図５で示す大断面トンネル構築予定領域４の周囲に、複数の先行外殻トンネル５１を並列配置しつつ、区間Ａ、Ｂ、Ｃにおいて、先行外殻トンネル５１の内空と、隣り合う先行外殻トンネル５１各々で対向するセグメント５１１の一部を撤去して地山を掘削する切り開き工により構築される連通空間１２とを利用して躯体分割体６を構築する。 First, a plurality of preceding outer tunnels 51 are arranged in parallel around the planned area 4 for constructing the large-section tunnel shown in FIG. 5, and are adjacent to the inner space of the preceding outer tunnel 51 in the sections A, B, and C. The frame division body 6 is constructed using the communication space 12 constructed by a slitting work in which a part of the segment 511 facing each other in the preceding outer shell tunnel 51 is removed to excavate the natural ground.
先行外殻トンネル５１の内空を利用するにあたっては、図７（ａ）で示すように、一対の隣り合う先行外殻トンネル５１各々における内空の適所に、先付支保工１１１を設置する。先付支保工１１１は、先行外殻トンネル５１の一部を切り開いた場合にも内空断面を保持することの可能な支保工１１のうちの１つであり、図７（ｂ）で示すように、先行外殻トンネル５１の軸線方向に間隔を有して複数設置する。 When using the inner space of the preceding outer shell tunnel 51, as shown in FIG. 7A, a leading support 111 is installed at an appropriate position in the inner space of each of the pair of adjacent outer shell tunnels 51. The leading support 111 is one of the supports 11 that can hold the inner air cross section even when a part of the leading outer shell tunnel 51 is cut open, as shown in FIG. 7B. In addition, a plurality of the outer shell tunnels 51 are installed at intervals in the axial direction.
なお、本実施の形態では、支保工１１として先付支保工１１１のみでなく、後に述べる追加支保工１１２を設置すること、および先行外殻トンネル５１の切り開き工の作業性を考慮し、先付支保工１１１の配置間隔を、先行外殻トンネル５１の一部を切り開いた場合に内空断面を保持できる間隔のうち、最も長い間隔に設定している。しかし、設置間隔は必ずしもこれに限定されるものではなく、必要に応じて、配置間隔を適宜短くしてもよい。 In the present embodiment, not only the advance support 111 but also the additional support 112 described later is installed as the support 11 and the workability of the slitting work of the leading outer shell tunnel 51 is taken into consideration. The arrangement interval of the support structures 111 is set to the longest interval among the intervals in which the inner cross section can be held when a part of the leading outer shell tunnel 51 is cut open. However, the installation interval is not necessarily limited to this, and the arrangement interval may be appropriately shortened as necessary.
また、先付支保工１１１は、先行外殻トンネル５１の内壁面に直接当接させて設置してもよいが、図７（ａ）で示すように、先行外殻トンネル５１の内壁面における先付支保工１１１の設置予定位置にあらかじめ、先行外殻トンネル５１の軸線方向に延在する長尺架台１３を設置しておいてもよい。このように、長尺架台１３を介して支保工１１を設置すると、先行外殻トンネル５１のセグメント５１１の目地位置等を考慮することなく、所望の位置に支保工１１を配置できるため、作業性を大幅に向上できる。 The leading support 111 may be installed in direct contact with the inner wall surface of the preceding outer shell tunnel 51, but as shown in FIG. The long base 13 extending in the axial direction of the preceding outer shell tunnel 51 may be installed in advance at the planned installation position of the supporting work 111. As described above, when the support 11 is installed via the long mount 13, the support 11 can be arranged at a desired position without considering the joint position of the segment 511 of the preceding outer shell tunnel 51. Can be greatly improved.
次に、図７（ｃ）で示すように、一対の隣り合う先行外殻トンネル５１各々で、対向するセグメント５１１の一部分を撤去し、両者の間に位置する地山を掘削し排土する切り開き工を行う。さらに、切り開き工により露出した隣り合う先行外殻トンネル５１各々のセグメント５１１の端部どうしに架け渡すように止水板１２１を設置する。 Next, as shown in FIG. 7 (c), in each of the pair of adjacent preceding outer shell tunnels 51, a part of the opposed segment 511 is removed, and a ground cut between the two is excavated and excreted. Do the work. Furthermore, the water stop plate 121 is installed so as to be bridged between the end portions of the segments 511 of the adjacent preceding outer shell tunnels 51 exposed by the slitting work.
そのうえで、図８（ａ）で示すように、一対の隣り合う先行外殻トンネル５１を連通する連通空間１２を構築する。止水板１２１を用いて隣り合う先行外殻トンネル５１の間から覗く地山を被覆することにより、地山から連通空間１２への漏水を抑止している。 In addition, as shown in FIG. 8A, a communication space 12 that connects a pair of adjacent preceding outer shell tunnels 51 is constructed. By covering the natural mountain seen through between the adjacent outer shell tunnels 51 using the water stop plate 121, water leakage from the natural mountain to the communication space 12 is suppressed.
連通空間１２を、先行外殻トンネル５１の軸線方向で連続するように構築した後、図８（ｂ）で示すように、隣り合う先付支保工１１１の間に長尺架台１３を介して追加支保工１１２を設置する。このように、支保工１１として追加支保工１１２を増設することにより、１体の支保工１１に対する荷重負担を軽減させて安全性を確保する。 After the communication space 12 is constructed so as to be continuous in the axial direction of the preceding outer shell tunnel 51, it is added via the long frame 13 between the adjacent support supports 111 as shown in FIG. Support work 112 is installed. In this way, by adding the additional support 112 as the support 11, the load burden on the single support 11 is reduced to ensure safety.
この後、図９（ａ）で示すように支保工１１の一部を撤去して、先行外殻トンネル５１の内空と連通空間１２に跨る領域に鋼殻分割体７を設置するための鋼殻分割体設置領域Ｗを確保する。鋼殻分割体設置領域Ｗは、図９（ｂ）で示すように、鋼殻分割体７を、一対の隣り合う先行外殻トンネル５１を連結するように連通空間１２に跨って設置するための作業領域である。 Thereafter, as shown in FIG. 9 (a), a part of the support work 11 is removed, and the steel shell 7 for installing the steel shell divided body 7 in the region straddling the inner space of the preceding outer shell tunnel 51 and the communication space 12. The shell divided body installation area W is secured. As shown in FIG. 9B, the steel shell divided body installation region W is used to install the steel shell divided body 7 across the communication space 12 so as to connect a pair of adjacent preceding outer shell tunnels 51. It is a work area.
本実施の形態では、支保工１１のうち先付支保工１１１もしくは追加支保工１１２のいずれか１体を撤去することで、鋼殻分割体７を設置することができるよう、鋼殻分割体７の幅方向の長さ（トンネル躯体９の軸線方向の長さ）を、外殻トンネル５の軸線方向に隣り合う先付支保工１１１の間隔の１／２に設定している。 In this Embodiment, the steel shell division body 7 is installed so that the steel shell division body 7 can be installed by removing any one of the advance support work 111 or the additional support work 112 among the support works 11. The length in the width direction (the length in the axial direction of the tunnel housing 9) is set to ½ of the interval between the leading support structures 111 adjacent in the axial direction of the outer shell tunnel 5.
したがって、鋼殻分割体設置領域Ｗは、一対の隣り合う先行外殻トンネル５１各々で、支保工１１のうち先付支保工１１１もしくは追加支保工１１２のいずれか一体を撤去することで確保される。こうして構築した鋼殻分割体設置領域Ｗに鋼殻分割体７を搬送し、開口補強柱１４を介して鋼殻分割体７を先行外殻トンネル５１に設置する。 Therefore, the steel shell divided body installation region W is secured by removing one of the advance support work 111 or the additional support work 112 from the support work 11 in each of the pair of adjacent preceding outer shell tunnels 51. . The steel shell divided body 7 is transported to the steel shell divided body installation region W thus constructed, and the steel shell divided body 7 is installed in the preceding outer shell tunnel 51 via the opening reinforcing column 14.
なお、鋼殻分割体７は、図９（ｂ）で示すように、隣り合う一対の先行外殻トンネル５１のうちの一方を資材搬送用通路とし、内側鋼殻板７１、外側鋼殻板７２、およびせん断補強筋７３を別途搬送して、図９（ｃ）で示すように、鋼殻分割体設置領域Ｗにて鋼殻分割体７に組立てる。また、組立てた鋼殻分割体７を先行外殻トンネル５１に設置するにあたっては、一部を切り開いた先行外殻トンネル５１の補剛を兼ねて、開口補強柱１４を採用する。 As shown in FIG. 9 (b), the steel shell divided body 7 has one of a pair of adjacent outer shell tunnels 51 as a material transport passage, and is provided with an inner steel shell plate 71 and an outer steel shell plate 72. , And the shear reinforcement 73 are separately conveyed and assembled into the steel shell divided body 7 in the steel shell divided body installation region W as shown in FIG. Further, when the assembled steel shell divided body 7 is installed in the preceding outer shell tunnel 51, the opening reinforcing column 14 is employed also as a stiffening of the preceding outer shell tunnel 51 that is partially cut open.
開口補強柱１４は、図１０（ａ）で示すように、内側鋼殻板７１と先行外殻トンネル５１との間に配置される内側柱１４１、外側鋼殻板７２と先行外殻トンネル５１との間に配置される外側柱１４２、および内側鋼殻板７１と外側鋼殻板７２との間にそれぞれ配置される中間柱１４３の３つの部材を備える。 As shown in FIG. 10A, the opening reinforcing column 14 includes an inner column 141, an outer steel shell plate 72, and a leading outer shell tunnel 51 disposed between the inner steel shell plate 71 and the leading outer shell tunnel 51. Three members including an outer column 142 disposed between the inner steel shell plate 71 and the outer steel shell plate 72, and an intermediate column 143 disposed between the inner steel shell plate 72 and the outer steel shell plate 72, respectively.
これら３つの部材を同軸となるよう配置して、先に撤去した支保工１１の設置位置に設置する。つまり、中間柱１４３を鋼殻分割体７の中空部保持手段として機能させつつ、中間柱１４３と内側柱１４１の一方の端部とにより内側鋼殻板７１とを挟持するとともに、中間柱１４３と外側柱１４２の一方の端部とにより外側鋼殻板７２を挟持する。この態様で、内側柱１４１の他方の端部および外側柱１４２の他方の端部それぞれにて、先行外殻トンネル５１を押圧する。 These three members are arranged so as to be coaxial, and are installed at the installation position of the support work 11 removed earlier. That is, while the intermediate column 143 functions as a hollow portion holding means of the steel shell divided body 7, the intermediate column 143 and one end of the inner column 141 sandwich the inner steel shell plate 71, and the intermediate column 143 and The outer steel shell plate 72 is sandwiched by one end of the outer column 142. In this manner, the preceding outer shell tunnel 51 is pressed at each of the other end of the inner column 141 and the other end of the outer column 142.
これにより、鋼殻分割体７は開口補強柱１４を介して先行外殻トンネル５１に設置され、開口補強柱１４は、セグメント５１１の一部が撤去されて切り開かれている先行外殻トンネル５１の補剛材としても機能する。なお、開口補強柱１４は、上記の構成に必ずしも限定されるものではない。例えば、開口補強柱１４のうち中間柱１４３に、内側鋼殻板７１と外側鋼殻板７２の間隔を保持する間隔保持材またはせん断補強筋を採用してもよい。 As a result, the steel shell divided body 7 is installed in the preceding outer shell tunnel 51 via the opening reinforcing column 14, and the opening reinforcing column 14 is formed by removing the segment 511 from the previous outer shell tunnel 51. Also functions as a stiffener. In addition, the opening reinforcement pillar 14 is not necessarily limited to said structure. For example, a spacing member or a shear reinforcing bar that holds the distance between the inner steel shell plate 71 and the outer steel shell plate 72 may be employed for the intermediate pillar 143 in the opening reinforcing pillar 14.
このように、鋼殻分割体７は、先行外殻トンネル５１を補剛可能な開口補強柱１４にて挟持された状態で先行外殻トンネル５１に支持される。このため、鋼殻分割体７に支保工を貫通する孔を設ける必要がなく、鋼殻分割体７を用いたトンネル躯体３は、水みちが形成されることなく、高い止水性能を保持することが可能となる。 As described above, the steel shell divided body 7 is supported by the preceding outer shell tunnel 51 in a state of being sandwiched between the opening reinforcing columns 14 that can stiffen the preceding outer shell tunnel 51. For this reason, it is not necessary to provide the hole which penetrates a support work in the steel shell division body 7, and the tunnel housing 3 using the steel shell division body 7 maintains a high water stop performance, without forming a water channel. It becomes possible.
なお、本実施の形態では、図９（ａ）（ｂ）で示すように、鋼殻分割体設置領域Ｗに対して鋼殻分割体７を長さ方向（トンネル躯体９の周方向）に２体設置させているが、その数量は、１体でもよいし２体以上でもよい。鋼殻分割体７を複数設置する際には、内側鋼殻板７１の継手板７１３どうし、および外側鋼殻板７２の継手板７２３どうしを当接させ、締結部材を介して連結する。 In this embodiment, as shown in FIGS. 9 (a) and 9 (b), the steel shell divided body 7 is set to 2 in the length direction (circumferential direction of the tunnel housing 9) with respect to the steel shell divided body installation region W. Although the body is installed, the quantity may be one or two or more. When a plurality of the steel shell divided bodies 7 are installed, the joint plates 713 of the inner steel shell plate 71 and the joint plates 723 of the outer steel shell plate 72 are brought into contact with each other and connected via a fastening member.
また、鋼殻分割体７の幅方向の長さは、必ずしも先行外殻トンネル５１の軸線方向に隣り合う先付支保工１１１の間隔の１／２でなくてもよい。例えば、上記の長さより短く形成し、鋼殻分割体設置領域Ｗにおいて、先行外殻トンネル５１の軸線方向に複数体接続する構成としてもよい。この場合には、内側鋼殻板７１の主桁７１２どうし、および外側鋼殻板７２の主桁７２２どうしを当接させ、締結部材を介して接続する。 Further, the length in the width direction of the steel shell divided body 7 does not necessarily have to be ½ of the interval between the leading support structures 111 adjacent in the axial direction of the preceding outer shell tunnel 51. For example, it is good also as a structure formed in shorter than said length, and connecting multiple bodies in the axial direction of the preceding outer shell tunnel 51 in the steel shell division body installation area W. In this case, the main girders 712 of the inner steel shell plate 71 and the main girders 722 of the outer steel shell plate 72 are brought into contact with each other and connected via a fastening member.
上記の鋼殻分割体設置領域Ｗを確保する工程、鋼殻分割体７を組み立てる工程、および開口補強柱１４を用いて鋼殻分割体７を設置する工程を、先行外殻トンネル５１の軸線方向に順次繰り返し、連通空間１２に跨る複数の鋼殻分割体７を接続する。これにより、図１０（ｂ）で示すように、支保工１１が撤去され、トンネル軸線方向に開口補強柱１４に支持された複数の鋼殻分割体７が設置される。 The step of securing the above-described steel shell divided body installation region W, the step of assembling the steel shell divided body 7, and the step of installing the steel shell divided body 7 using the opening reinforcing column 14 are performed in the axial direction of the preceding outer shell 51 Are sequentially repeated, and a plurality of the steel shell divided bodies 7 straddling the communication space 12 are connected. Thereby, as shown in FIG.10 (b), the support work 11 is removed and the several steel shell division body 7 supported by the opening reinforcement pillar 14 is installed in a tunnel axial direction.
なお、鋼殻分割体７は、隣接する先行して設置した鋼殻分割体７’どうしとも、締結部材を介して接続しておく。また、鋼殻分割体７は、大断面トンネル構築予定領域４を軸線方向で複数の区画に区割りし、この区画ごとに構築してもよい。このような場合、１つの区画内における鋼殻分割体７の数量を必ずしも複数とする必要は無く、１体のみとしてもよい。 The steel shell divided body 7 is connected to adjacent steel shell divided bodies 7 ′ installed in advance via a fastening member. Moreover, the steel shell division body 7 may divide the large-section tunnel construction planned area 4 into a plurality of sections in the axial direction, and may be constructed for each section. In such a case, the number of the steel shell divided bodies 7 in one section is not necessarily plural, and may be only one.
この後、図１０（ｃ）で示すように、組立てた鋼殻分割体７に適宜妻枠を取り付けたうえで、中空部に充填コンクリート８を充填し、一対の隣り合う先行外殻トンネル５１の内空と連通空間１２とに跨るようにして、躯体分割体６を構築する。 Thereafter, as shown in FIG. 10 (c), the assembled steel shell divided body 7 is appropriately fitted with a wife frame, and the hollow portion is filled with the filled concrete 8 to form a pair of adjacent preceding outer shell tunnels 51. The frame divided body 6 is constructed so as to straddle the inner space and the communication space 12.
次に、大断面トンネル構築予定領域４の周囲に、複数の後行外殻トンネル５２を並列配置しつつ、後行外殻トンネル５２と先行外殻トンネル５１の内空を利用して、躯体分割体６を構築する。なお、図１１（ａ）で示すように、後行外殻トンネル５２の断面が重複して構築される先行外殻トンネル５１、および、図１１（ｂ）で示すように、後行外殻トンネル５２が隣接して配置される先行外殻トンネル５１は、後行外殻トンネル５２が構築される前に、その内空部をエアモルタルもしくは流動化処理度等の充填材１６にて、充填しておくとよい。 Next, a plurality of trailing outer tunnels 52 are arranged in parallel around the planned area 4 for constructing a large section tunnel, and the inner space of the trailing outer tunnel 52 and the leading outer tunnel 51 is used to divide the casing. Build body 6. As shown in FIG. 11 (a), the preceding outer shell 51 is constructed by overlapping the cross sections of the following outer shell 52, and the following outer shell 51 is shown in FIG. 11 (b). The leading outer tunnel 51 arranged adjacent to the inner shell 52 is filled with the filler 16 such as air mortar or fluidization degree before the trailing outer tunnel 52 is constructed. It is good to keep.
後行外殻トンネル５２は、区間Ｂにおいて図１１（ａ）で示すように、先行外殻トンネル５１の断面を重複して配置され、区間Ｃにおいて図１１（ｂ）で示すように、先行外殻トンネル５１と隣接して配置される。そして、区間Ｂと区間Ｃの間に位置する区間Ａでは、後行外殻トンネル５２が断面を先行外殻トンネル５１と重複して配置される領域と、後行外殻トンネル５２と先行外殻トンネル５１とが隣接して配置される領域の、両者が存在することとなる。 As shown in FIG. 11 (a), the trailing outer shell tunnel 52 is disposed so as to overlap the cross section of the preceding outer shell tunnel 51 in the section B, and in the section C, as shown in FIG. It is arranged adjacent to the shell tunnel 51. And in the section A located between the sections B and C, the area where the trailing outer shell tunnel 52 overlaps the section with the leading outer shell tunnel 51, the trailing outer shell tunnel 52 and the leading outer shell. Both of the areas where the tunnel 51 is arranged adjacent to each other exist.
そこで、まず、図１１（ａ）で示すような、後行外殻トンネル５２が断面を、先行外殻トンネル５１と重複して配置される場合に、後行外殻トンネル５２と先行外殻トンネル５１の内空を利用して躯体分割体６を構築する方法について、以下に説明する。 Therefore, first, when the trailing outer shell tunnel 52 is arranged so that its cross section overlaps with the leading outer shell tunnel 51 as shown in FIG. A method for constructing the frame division 6 using the inner space 51 will be described below.
図１２（ａ）（ｂ）で示すように、後行外殻トンネル５２の軸線方向に間隔を設けて複数の先付支保工１１１を設置する。この後、先行外殻トンネル５１と重複している部分のセグメント５２１の一部を撤去して、図１３（ａ）で示すような、後行外殻トンネル５２と先行外殻トンネル５１相互に連通する連通空間１２を設ける。 As shown in FIGS. 12 (a) and 12 (b), a plurality of advanced support structures 111 are installed at intervals in the axial direction of the trailing outer shell tunnel 52. Thereafter, a part of the segment 521 that overlaps with the preceding outer tunnel 51 is removed, and the trailing outer tunnel 52 and the preceding outer tunnel 51 communicate with each other as shown in FIG. A communication space 12 is provided.
次に、先行外殻トンネル５１と後行外殻トンネル５２に跨る連通空間１２に、鋼殻分割体設置領域Ｗを確保するための準備工として、隣り合う先付支保工１１１の間に長尺架台１３を介して、図１３（ｂ）で示すような追加支保工１１２を設置して、支保工１１を増設する。 Next, as a preparatory work for securing the steel shell divided body installation region W in the communication space 12 straddling the preceding outer shell tunnel 51 and the following outer shell tunnel 52, a long length is provided between the adjacent support supports 111. An additional support 112 as shown in FIG. 13B is installed through the gantry 13 and the support 11 is added.
この後、支保工１１のうち先付支保工１１１もしくは追加支保工１１２のいずれか１体を撤去し、図１４（ａ）で示すような、鋼殻分割体７を設置するための鋼殻分割体設置領域Ｗを確保する。そして、図１４（ｂ）で示すように、鋼殻分割体設置領域Ｗにて鋼殻分割体７を組み立てる。その後、図１５（ａ）で示すように、後行外殻トンネル５２と先行外殻トンネル５１とに跨るように配置される鋼殻分割体７を、開口補強柱１４を介して後行外殻トンネル５２に設置する。 Thereafter, either one of the support support 111 or the additional support 112 of the support 11 is removed, and the steel shell division for installing the steel shell division 7 as shown in FIG. A body installation area W is secured. And as shown in FIG.14 (b), the steel shell division body 7 is assembled in the steel shell division body installation area | region W. As shown in FIG. Thereafter, as shown in FIG. 15A, the steel shell divided body 7 disposed so as to straddle the trailing outer shell tunnel 52 and the leading outer shell tunnel 51 is passed through the opening reinforcing column 14. Install in tunnel 52.
なお、支保工１１の設置方向、および支保工１１として先付支保工１１１および追加支保工１１２を採用する点は、上述した隣接する先行外殻トンネル５１の内空を利用して、躯体分割体６を構築する方法と同様である。また、鋼殻分割体設置領域Ｗを確保する方法、鋼殻分割体７を後行外殻トンネル５２に設置する方法および鋼殻分割体７の長さも、上述した隣接する先行外殻トンネル５１の内空を利用して、躯体分割体６を構築する方法と同様である。 Note that the installation direction of the support work 11 and the point that the advance support work 111 and the additional support work 112 are adopted as the support work 11 are based on the inner space of the adjacent preceding outer shell tunnel 51 described above. It is the same as the method of constructing 6. The method of securing the steel shell divided body installation region W, the method of installing the steel shell divided body 7 in the trailing outer shell tunnel 52, and the length of the steel shell divided body 7 are also the same as those of the adjacent preceding outer shell tunnel 51 described above. This is the same as the method of constructing the frame division 6 using the inner space.
鋼殻分割体設置領域Ｗを確保する工程、鋼殻分割体７を組み立てる工程、開口補強柱１４を用いて鋼殻分割体７を設置する工程を、後行外殻トンネル５の軸線方向に順次繰り返し、図１５（ｂ）で示すように、連通空間１２に跨る複数の鋼殻分割体７を接続する。これにより、支保工１１が撤去され、トンネル軸線方向に開口補強柱１４に支持された複数の鋼殻分割体７が設置される。 The step of securing the steel shell divided body installation region W, the step of assembling the steel shell divided body 7, and the step of installing the steel shell divided body 7 using the opening reinforcing column 14 are sequentially performed in the axial direction of the trailing outer shell tunnel 5. Repeatedly, as shown in FIG. 15 (b), a plurality of steel shell divided bodies 7 straddling the communication space 12 are connected. Thereby, the support work 11 is removed and the some steel shell division body 7 supported by the opening reinforcement pillar 14 in the tunnel axial direction is installed.
なお、鋼殻分割体７は、先に先行外殻トンネル５１の内空で構築した躯体分割体６と、締結部材を介して接続しておく。また、鋼殻分割体７は、大断面トンネル構築予定領域４を軸線方向で複数の区画に区割りし、この区画ごとに構築してもよい。このような場合、１つの区画内における鋼殻分割体７の数量を必ずしも複数とする必要は無く、１体のみとしてもよい。 The steel shell divided body 7 is connected to the housing divided body 6 previously constructed in the inner space of the preceding outer shell tunnel 51 via a fastening member. Moreover, the steel shell division body 7 may divide the large-section tunnel construction planned area 4 into a plurality of sections in the axial direction, and may be constructed for each section. In such a case, the number of the steel shell divided bodies 7 in one section is not necessarily plural, and may be only one.
この後、鋼殻分割体７に適宜妻枠を取り付けたうえで、中空部に充填コンクリート８を充填し、図１６で示すように、後行外殻トンネル５２と先行外殻トンネル５１とに跨るようにして、躯体分割体６を構築する。 After that, after suitably attaching the frame to the steel shell divided body 7, the hollow portion is filled with the filled concrete 8 and straddles the subsequent outer shell tunnel 52 and the preceding outer shell tunnel 51 as shown in FIG. 16. In this way, the housing divided body 6 is constructed.
一方、図１１（ｂ）で示すように、後行外殻トンネル５２が先行外殻トンネル５１と間隔を有して配置される場合には、先に述べた、隣り合う先行外殻トンネル５１の内空を利用して躯体分割体６を構築する方法と同様の方法にて、躯体分割体６を構築する。このとき、連通空間１２は、隣り合う先行外殻トンネル５１と後行外殻トンネル５２各々で対向するセグメント５１１、５２１の一部を撤去して地山を掘削する切り開き工により構築される。 On the other hand, as shown in FIG. 11 (b), when the trailing outer shell tunnel 52 is arranged at a distance from the preceding outer shell tunnel 51, The frame division body 6 is constructed by a method similar to the method of constructing the frame division body 6 using the inner space. At this time, the communication space 12 is constructed by a slitting work in which a part of the segments 511 and 521 facing each other in the adjacent preceding outer shell tunnel 51 and the succeeding outer shell tunnel 52 are removed to excavate natural ground.
こうして、区間Ａ、Ｂ、Ｃ各々で構築した躯体分割体６どうしを接続していくことにより、大断面トンネル構築予定領域４の周囲すべてを囲繞する、筒状体をなすトンネル躯体９が構築される。この後、トンネル躯体９の内方を掘削することにより大断面トンネル構築予定領域４に、図１で示すような大断面トンネル３が構築される。 In this way, by connecting the frame divisions 6 constructed in the sections A, B, and C, the tunnel frame 9 having a cylindrical shape surrounding the entire area around the large-section tunnel construction planned area 4 is constructed. The Thereafter, the large cross section tunnel 3 as shown in FIG. 1 is constructed in the large cross section tunnel construction planned area 4 by excavating the inside of the tunnel housing 9.
なお、躯体分割体６を構築するにあたり、複数の先行外殻トンネル５１および後行外殻トンネル５２の周囲地盤には、図７（ａ）で示すような凍結工法もしくは薬液注入工法による地盤改良部１５を構築し、止水対策を施しておくとよい。 In constructing the frame divided body 6, a ground improvement portion by a freezing method or a chemical solution injection method as shown in FIG. 7A is provided on the surrounding ground of the plurality of preceding outer shell tunnels 51 and the following outer shell tunnel 52. 15 should be constructed and water stop measures should be taken.
本発明のトンネル躯体９の構築方法によれば、大断面トンネル構築予定領域４を、複数の先行外殻トンネル５１と複数の後行外殻トンネル５２とを用いて囲繞する。これにより、大断面トンネル３が断面の変化する区間Ａを有する場合にも、隣り合う外殻トンネル５の間隔が過大に広くなることがない。 According to the construction method of the tunnel housing 9 of the present invention, the large-section tunnel construction planned region 4 is surrounded by using a plurality of leading outer shell tunnels 51 and a plurality of trailing outer shell tunnels 52. Thereby, even when the large-section tunnel 3 has the section A in which the section changes, the interval between the adjacent outer shell tunnels 5 does not become excessively wide.
したがって、大断面トンネル構築予定領域４において、トンネル躯体９を構築するために設ける連通空間１２が、間隔を有して隣り合う先行外殻トンネル５１各々、もしくは間隔を有して隣り合う先行外殻トンネル５１と後行外殻トンネル５２各々で、対向するセグメント５１１、５２１の一部を撤去して地山を掘削する切り開き工により構築される空間、または、先行外殻トンネル５１と断面が重複する後行外殻トンネル５２のセグメント５２１の一部を撤去して構築される空間のいずれでも、連通空間１２が長大となることがない。このため、連通空間１２を構築する際の作業性および安全性を大幅に向上できる。 Therefore, the communication space 12 provided for constructing the tunnel housing 9 in each of the large-section tunnel construction planned region 4 has the preceding outer shells 51 adjacent to each other with an interval, or the preceding outer shells adjacent to each other with an interval. In each of the tunnel 51 and the trailing outer shell tunnel 52, a space constructed by a slitting work in which a part of the opposing segments 511 and 521 are removed to excavate a natural ground, or a cross section overlaps with the preceding outer shell tunnel 51. In any space constructed by removing a part of the segment 521 of the trailing outer shell tunnel 52, the communication space 12 does not become long. For this reason, workability and safety in constructing the communication space 12 can be greatly improved.
また、トンネル躯体９を、鋼殻分割体７に充填コンクリート８を充填して構築した躯体分割体６を接続する、いわゆるＳＣ構造により構築することで、型枠工および鉄筋工等の作業手間を大幅に省力化できるため、狭小な外殻トンネル５の内空および連通空間１２であっても、施工性を向上することができるとともに、施工時間を大幅に短縮することが可能となる。 Also, by constructing the tunnel housing 9 with a so-called SC structure in which the steel shell division body 7 is filled with the filled concrete 8 and connected to the housing division body 6, construction work such as formwork and rebar work can be saved. Since the labor can be greatly saved, the workability can be improved and the construction time can be greatly shortened even in the inner space of the narrow outer shell tunnel 5 and the communication space 12.
なお、本発明のトンネル躯体９の構築方法は、上記実施形態に限定されるものではなく、本発明の趣旨を逸脱しない範囲で種々の変更が可能である。 In addition, the construction method of the tunnel housing 9 of the present invention is not limited to the above embodiment, and various modifications can be made without departing from the spirit of the present invention.
例えば、本実施の形態では、内側鋼殻板７１、外側鋼殻板７２、およびせん断補強筋７３を鋼殻分割体設置領域Ｗに搬送して、鋼殻分割体設置領域Ｗにて鋼殻分割体７に組立てたが、必ずしもこれに限定されるものではない。あらかじめ地上等の作業エリアにてこれらを鋼殻分割体７に組み立てておき、外殻トンネル５を介して鋼殻分割体設置領域Ｗに搬送してもよい。 For example, in the present embodiment, the inner steel shell plate 71, the outer steel shell plate 72, and the shear reinforcing bar 73 are conveyed to the steel shell divided body installation region W, and the steel shell division is performed in the steel shell divided body installation region W. Although it assembled to the body 7, it is not necessarily limited to this. These may be assembled into the steel shell divided body 7 in advance in a work area such as the ground and transported to the steel shell divided body installation region W through the outer shell tunnel 5.
また、本実施の形態では、隣り合う先行外殻トンネル５１の内空を利用して躯体分割体６を構築する工程を、一対の隣り合う先行外殻トンネル５１どうしを対象として実施した。しかし、必ずしも先行外殻トンネル５１は一対でなくてもよく、隣り合う複数体の先行外殻トンネル５１を対象として実施してもよい。 Further, in the present embodiment, the step of constructing the housing divided body 6 using the inner space of the adjacent preceding outer tunnel 51 is performed for a pair of adjacent preceding outer tunnels 51. However, the preceding outer shell tunnel 51 does not necessarily have to be a pair, and may be implemented for a plurality of adjacent outer shell tunnels 51 adjacent to each other.
さらに、大断面トンネル３は、必ずしも仕上がり断面が約５０ｍ2を超えるようなトンネルでなくてもよく、いずれの断面径を有するトンネルであってもよい。 Furthermore, the large cross-sectional tunnel 3 does not necessarily have to have a finished cross section exceeding about 50 m 2, and may be a tunnel having any cross-sectional diameter.
また、大断面トンネル３における断面が変化する区間Ａの形状は、必ずしも略円錐台形状に限定されるものではなく、断面が軸線方向に移動するにつれて変化するものいずれにも適用可能である。 Further, the shape of the section A in which the cross section of the large-section tunnel 3 changes is not necessarily limited to the substantially truncated cone shape, and can be applied to any of the sections that change as the cross section moves in the axial direction.
加えて、本実施の形態では、大断面トンネル３における断面が変化する区間Ａの最大断面３１において、後行外殻トンネル５２が、図４（ｂ）で示すように、先行外殻トンネル５１と断面を重複することなく、隣接して配置されている。しかし、必ずしもこれに限定されるものではなく、区間Ａの最大断面３１においても最小断面３２と同様に、後行外殻トンネル５２が、先行外殻トンネル５１と断面を重複するように配置されていてもよい。このとき、後行外殻トンネル５２と先行外殻トンネル５１における断面の重複する範囲は、最小断面３２で重複する範囲より小さい。 In addition, in the present embodiment, in the maximum cross section 31 of the section A where the cross section of the large cross section tunnel 3 changes, the trailing outer shell tunnel 52 is replaced with the preceding outer tunnel 51 as shown in FIG. The cross sections are arranged adjacent to each other without overlapping. However, the present invention is not necessarily limited to this, and the trailing outer shell tunnel 52 is arranged so as to overlap the preceding outer tunnel 51 in the maximum section 31 of the section A as well as the minimum section 32. May be. At this time, the overlapping range of the cross sections of the trailing outer shell tunnel 52 and the preceding outer shell tunnel 51 is smaller than the overlapping range of the minimum cross section 32.
１ 本線シールドトンネル
２ 支線シールドトンネル
３ 大断面トンネル
４ 大断面トンネル構築予定領域
５ 外殻トンネル
５１ 先行外殻トンネル
５１１ セグメント
５２ 後行外殻トンネル
５２１ セグメント
６ 躯体分割体
７ 鋼殻分割体
７１ 内側鋼殻板
７１１ スキンプレート
７１２ 主桁
７１３ 継手板
７１４ 縦リブ
７１５ 貫通孔
７２ 外側鋼殻板
７２１ スキンプレート
７２２ 主桁
７２３ 継手板
７２４ 縦リブ
７２５ 貫通孔
７３ せん断補強筋
７４ 目地部
８ 充填コンクリート
９ トンネル躯体
１０ 水膨潤性止水材
１１ 支保工
１１１ 先付支保工
１１２ 追加支保工
１２ 連通空間
１２１ 止水板
１３ 長尺架台
１４ 開口補強柱
１４１ 内側柱
１４２ 外側柱
１４３ 中間柱
１５ 地盤改良部
１６ 充填材
Ｗ 鋼殻分割体設置領域
1 Main shield tunnel 2 Branch shield tunnel 3 Large section tunnel 4 Large section tunnel planned area 5 Outer shell tunnel 51 Predecessor outer tunnel 511 Segment 52 Subsequent outer shell tunnel 521 Segment 6 Frame segment 7 Steel shell segment 71 Inner steel Shell plate 711 Skin plate 712 Main girder 713 Joint plate 714 Vertical rib 715 Through hole 72 Outer steel shell plate 721 Skin plate 722 Main girder 723 Joint plate 724 Vertical rib 725 Through hole 73 Shear reinforcing bar 74 Joint part 8 Filled concrete 9 Tunnel frame DESCRIPTION OF SYMBOLS 10 Water swelling waterproofing material 11 Supporting work 111 Leading support work 112 Additional support work 12 Communication space 121 Water stop plate 13 Long mount 14 Opening reinforcement pillar 141 Inner pillar 142 Outer pillar 143 Intermediate pillar 15 Ground improvement part 16 Filler
W Steel shell division installation area
Claims (3)
隣り合う前記外殻トンネル相互に連通する連通空間を設ける工程と、
該連通空間に、前記トンネル躯体を構成する鋼殻分割体を挟持しつつ前記外殻トンネルを補剛可能な開口補強柱を用いて、前記鋼殻分割体を設置する工程と、
接続された複数の前記鋼殻分割体に、充填コンクリートを充填する工程と、を備え、
前記外殻トンネルが、前記断面において相互に間隔を設けて構築される先行外殻トンネル、または前記断面のうち最小断面では、前記先行外殻トンネルと断面の一部を重複させて構築され、最大断面では、前記先行外殻トンネルと間隔を有して、もしくは前記先行外殻トンネルと断面の一部を前記最小断面より小さく重複させて構築される後行外殻トンネルよりなり、
前記連通空間が、間隔を有して隣り合う前記外殻トンネル各々で対向するセグメントの一部を撤去して地山を掘削する切り開き工により構築される空間、もしくは、前記先行外殻トンネルと断面が重複する前記後行外殻トンネルのセグメントの一部を撤去して構築される空間、よりなることを特徴とするトンネル躯体の構築方法。 A tunnel enclosure in which a tunnel construction area having a section with a varying cross section is surrounded by a plurality of outer shell tunnels arranged in the circumferential direction of the construction construction area, and a tunnel enclosure is constructed using the inner space of the outer tunnel. The construction method of
Providing a communication space communicating with the adjacent outer shell tunnels;
Using the opening reinforcing pillar capable of stiffening the outer shell tunnel while sandwiching the steel shell divided body constituting the tunnel housing in the communication space, and installing the steel shell divided body;
Filling the plurality of connected steel shell divided bodies with filled concrete, and
The outer shell tunnel is constructed in such a manner that the preceding outer shell tunnel constructed at a distance from each other in the cross section or the smallest cross section of the cross sections is constructed by overlapping a part of the cross section with the preceding outer shell tunnel. In cross section, it consists of a trailing outer shell tunnel that is constructed with an interval from the preceding outer shell tunnel or by overlapping a portion of the previous outer tunnel and the cross section smaller than the minimum cross section,
The communication space is a space constructed by a slitting method for excavating a natural ground by removing a part of the facing segment in each of the adjacent outer shell tunnels with a gap, or a cross section of the preceding outer tunnel A method for constructing a tunnel housing, comprising: a space constructed by removing a part of the segment of the following outer shell tunnel that overlaps with each other.
前記外殻トンネルの内空であって軸線方向に間隔を設けて複数の支保工を設置した後、前記連通空間を設けるとともに、
該支保工の一部を撤去することにより、前記連通空間に前記鋼殻分割体を設置するための鋼殻分割体設置領域を確保することを特徴とするトンネル躯体の構築方法。 In the construction method of the tunnel housing according to claim 1,
After installing a plurality of supporters in the inner space of the outer shell tunnel in the axial direction, and providing the communication space,
A method for constructing a tunnel housing, wherein a part of the supporting structure is removed to secure a steel shell divided body installation region for installing the steel shell divided body in the communication space.
前記連通空間を設けた後の前記外殻トンネル各々における隣り合う前記支保工の間に、新たな支保工を追加設置することを特徴とするトンネル躯体の構築方法。 A method for constructing a tunnel housing according to claim 2,
A method for constructing a tunnel housing, wherein a new support work is additionally installed between the adjacent support works in each of the outer shell tunnels after the communication space is provided.
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