JP4584068B2 - Construction method of tunnel structure for junction or junction of underground road - Google Patents

Construction method of tunnel structure for junction or junction of underground road Download PDF

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JP4584068B2
JP4584068B2 JP2005226828A JP2005226828A JP4584068B2 JP 4584068 B2 JP4584068 B2 JP 4584068B2 JP 2005226828 A JP2005226828 A JP 2005226828A JP 2005226828 A JP2005226828 A JP 2005226828A JP 4584068 B2 JP4584068 B2 JP 4584068B2
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勝 河越
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Kumagai Gumi Co Ltd
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本発明は、地下道路の分岐部または合流部のためのトンネル構造の施工法に関する。
The present invention relates to construction methods of the tunnel structure for bifurcation or merging section of the underground road.

従来、地下道路の分岐部または合流部のためのトンネル構造の施工法として、第１のシールドトンネルと第２のシールドトンネルとを構築し、前記第１のシールドトンネルと前記第２のシールドトンネルとの間の地盤を改良した後、前記地盤を掘削し、前記第１のシールドトンネルと前記第２のシールドトンネルとを連通させるものがある（例えば、特許文献１参照。）。
特開２００３−１３８８９９ Conventionally, as a construction method of a tunnel structure for a branch portion or a junction portion of an underground road, a first shield tunnel and a second shield tunnel are constructed, and the first shield tunnel and the second shield tunnel are After the ground is improved, the ground is excavated to allow the first shield tunnel and the second shield tunnel to communicate (for example, see Patent Document 1).
JP2003-138899

しかし、上記施工法における地盤の改良は、比較的広範囲に亘って行う必要があるため、地盤の改良に多くの工費と工期とを要する。そこで、地下道路の分岐部または合流部の経済的な施工を可能にするために、地盤の改良を最小限に抑えた、地下道路の分岐部または合流部のためのトンネル構造およびその施工法が提案されている（特願２００４−１９９６５０）。   However, since the improvement of the ground in the above construction method needs to be performed over a relatively wide range, the improvement of the ground requires a lot of construction cost and construction period. Therefore, in order to enable economical construction of the junction or junction of the underground road, there is a tunnel structure for the junction or junction of the underground road and its construction method with minimal ground improvement. It has been proposed (Japanese Patent Application No. 2004-199650).

提案されたトンネル構造は、それぞれの側部に設けられた開口部を経て連通する第１のシールドトンネルおよび第２のシールドトンネルを有し、前記第２のシールドトンネルは本体トンネル部と、それぞれが該本体トンネル部と一体をなす２つの補助トンネル部とからなる。前記補助トンネル部の軸線は前記本体トンネル部の軸線に平行であり、前記補助トンネル部は前記第１のシールドトンネルに接する位置にある。このトンネル構造によれば、前記第１のシールドトンネルと前記第２のシールドトンネルとを連通させるための、前記開口部間の地盤の掘削は、前記補助トンネル部と前記第１のシールドトンネルとの接触部近傍の地盤を改良することにより行うことができる。前記補助トンネル部の施工を要するものの、改良する地盤の範囲は局部的であるため、地下道路の分岐部または合流部の経済的な施工が可能となる。   The proposed tunnel structure has a first shield tunnel and a second shield tunnel that communicate with each other through an opening provided on each side, and the second shield tunnel includes a main body tunnel portion, It consists of two auxiliary tunnel parts that are integrated with the main body tunnel part. The axis of the auxiliary tunnel portion is parallel to the axis of the main body tunnel portion, and the auxiliary tunnel portion is in a position in contact with the first shield tunnel. According to this tunnel structure, excavation of the ground between the openings for communicating the first shield tunnel and the second shield tunnel is performed between the auxiliary tunnel portion and the first shield tunnel. This can be done by improving the ground near the contact portion. Although the construction of the auxiliary tunnel portion is required, since the range of the ground to be improved is local, economical construction of the branch portion or the junction portion of the underground road becomes possible.

しかし、提案されたトンネル構造には、土圧および水圧（以下「土圧等」という。）に対する強度を大きくしようとするとき、各シールドトンネルの覆工を強化することや前記補助トンネル部を大型化するなどの対策を要するという問題がある。   However, in the proposed tunnel structure, when it is intended to increase the strength against earth pressure and water pressure (hereinafter referred to as “earth pressure”), the lining of each shield tunnel is strengthened and the auxiliary tunnel portion is large-sized. There is a problem of requiring countermeasures such as

本発明の目的は、各シールドトンネルの覆工の強化や前記補助トンネル部の大型化をすることなく、前記トンネル構造の土圧等に対する強度を大きくし、これにより地下道路の分岐部または合流部のためのトンネル構造の経済的な施工を可能にすることである。   The object of the present invention is to increase the strength of the tunnel structure against earth pressure, etc. without strengthening the lining of each shield tunnel and increasing the size of the auxiliary tunnel portion, and thereby the branching or confluence portion of the underground road It is to enable economical construction of tunnel structure for.

本発明は、地下道路の分岐部または合流部のためのトンネル構造を補強手段を用いて補強することにより、前記トンネル構造の土圧等に対する強度を大きくする。   The present invention increases the strength of the tunnel structure against earth pressure or the like by reinforcing the tunnel structure for the branching or joining part of the underground road using the reinforcing means.

本発明に係る、地下道路の合流部または分岐部のためのトンネル構造の施工法は、まず、第１のシールドトンネルを構築し、次に、本体トンネル部と、それぞれの軸線が前記本体トンネル部の軸線に平行である２つの補助トンネル部とからなる第２のシールドトンネルを、前記第１のシールドトンネルにほぼ平行でありかつ前記補助トンネル部が前記第１のシールドトンネルに接するように構築する。その後、上方に凸状の複数のアーチ部材および下方に凸状の複数のアーチ部材を、各アーチ部材に取り付けられた掘削手段を用いて、前記第１のシールドトンネルおよび前記第２のシールドトンネルの上方または下方の地盤に挿入する。その後、前記アーチ部材の各一端を前記第１のシールドトンネルの覆工に、またその各他端を前記第２のシールドトンネルの前記本体トンネル部の覆工にそれぞれ固定する。その後、前記第１のシールドトンネルおよび前記第２のシールドトンネルのそれぞれの側部に開口部を設け、該開口部間の地盤を掘削して前記第１のシールドトンネルと前記第２のシールドトンネルとを連通させる。   According to the present invention, the construction method of the tunnel structure for the junction or branching portion of the underground road first constructs the first shield tunnel, and then the main body tunnel portion and each axis line is the main body tunnel portion. A second shield tunnel composed of two auxiliary tunnel portions parallel to the axis of the first shield tunnel is constructed so as to be substantially parallel to the first shield tunnel and the auxiliary tunnel portion in contact with the first shield tunnel. . Thereafter, a plurality of upwardly projecting arch members and a plurality of downwardly projecting arch members are attached to each of the arch members using excavation means attached to each of the first shield tunnel and the second shield tunnel. Insert into the upper or lower ground. Thereafter, each one end of the arch member is fixed to the lining of the first shield tunnel, and the other end is fixed to the lining of the main body tunnel portion of the second shield tunnel. Thereafter, an opening is provided in each side portion of the first shield tunnel and the second shield tunnel, and the ground between the openings is excavated, and the first shield tunnel, the second shield tunnel, To communicate.

前記掘削手段は、高圧水を地盤に噴射するためのノズルを先端に有する配管と、ずりを排出する排出管と、前記高圧水の拡散を防止するための案内刃とを備えることができる。この場合、各アーチ部材内において前記配管が占める空間の割合は比較的小さいことから、前記排出管の径を比較的大きくすることができる。これにより、効率よくずりを排出することができ、前記アーチ部材の効率的な施工が可能となる。また、前記掘削手段は、地盤を掘削するための回転ビットを先端部に有する内管と、該内管を内側に有する先導管と、前記内管内に取り付けられた、ずりを排出する排出管とを備えることができる。前記先導管と前記内管との間には隙間が設けられ、該隙間は切羽と前記排出管とに通ずる。これにより、前記アーチ部材を比較的強固な地盤へ挿入することができる。   The excavation means may include a pipe having a nozzle for injecting high-pressure water onto the ground, a discharge pipe for discharging shear, and a guide blade for preventing diffusion of the high-pressure water. In this case, since the ratio of the space occupied by the pipe in each arch member is relatively small, the diameter of the discharge pipe can be made relatively large. Thereby, the shear can be discharged efficiently, and the arch member can be efficiently constructed. The excavating means includes an inner pipe having a rotating bit for excavating the ground at the tip, a tip conduit having the inner pipe inside, and a discharge pipe attached to the inner pipe for discharging shear. Can be provided. A gap is provided between the leading conduit and the inner pipe, and the gap communicates with the face and the discharge pipe. Thereby, the arch member can be inserted into a relatively strong ground.

本発明によれば、前記補強手段を用いて前記第１のシールドトンネルおよび前記第２のシールドトンネルを補強することによって、前記トンネル構造の土圧等に対する強度を大きくすることができ、これにより地下道路の分岐部または合流部のためのトンネル構造の経済的な施工を可能にする。   According to the present invention, the strength against the earth pressure of the tunnel structure can be increased by reinforcing the first shield tunnel and the second shield tunnel using the reinforcing means, thereby Allows economical construction of tunnel structures for road junctions or junctions.

地下道路の合流部または分岐部のためのトンネル構造１０を示す図１、２を参照すると、該トンネル構造はそれぞれに地下道路１２が設けられる、ほぼ平行な第１のシールドトンネル１４および第２のシールドトンネル１６を備える。第１のシールドトンネル１４および第２のシールドトンネル１６の覆工は、鋼製セグメントまたは鉄筋コンクリートと鋼板とを用いた合成セグメントからなる。地下道路１２の合流部または分岐部を設けるために、第１のシールドトンネル１４および第２のシールドトンネル１６のそれぞれの側部には開口部１８が設けられ、第１のシールドトンネル１４と第２のシールドトンネル１６とは開口部１８経て連通している。第１のシールドトンネル１４の軸線方向における開口部１８の長さは約１００ｍである。第１のシールドトンネル１４の断面は直径約１１ｍの円形であるが、円形に代え、楕円形または矩形でもよい。   Referring to FIGS. 1 and 2, which show a tunnel structure 10 for a junction or branch of an underground road, the tunnel structure has a substantially parallel first shield tunnel 14 and a second shield tunnel each provided with an underground road 12. A shield tunnel 16 is provided. The covering of the first shield tunnel 14 and the second shield tunnel 16 is made of a steel segment or a composite segment using reinforced concrete and a steel plate. In order to provide the junction or branch of the underground road 12, an opening 18 is provided on each side of the first shield tunnel 14 and the second shield tunnel 16. The shield tunnel 16 communicates through the opening 18. The length of the opening 18 in the axial direction of the first shield tunnel 14 is about 100 m. The cross section of the first shield tunnel 14 is a circle having a diameter of about 11 m, but may be an ellipse or a rectangle instead of a circle.

第２のシールドトンネル１６は、地下道路１２を設けるための本体トンネル部２０と、これと一体をなす２つの補助トンネル部２２とを有する。本体トンネル部２０の断面は直径約７ｍの円形であるが、円形に代え、楕円形または矩形でもよい。また、各補助トンネル部２２の軸線は、本体トンネル部２０の軸線と平行であり、補助トンネル部２２は第１のシールドトンネル１４に接触している。前記第１のシールドトンネルと前記第２のシールドトンネルとを連通させるための、開口部１８間の地盤の掘削は、第１のシールドトンネル１４と補助トンネル部２２との接触部２４近傍の地盤を改良することにより行う。改良する地盤の範囲は局部的であるため、地下道路１２の分岐部または合流部の経済的な施工が可能となる。   The 2nd shield tunnel 16 has the main body tunnel part 20 for providing the underground road 12, and the two auxiliary tunnel parts 22 united with this. The cross section of the main body tunnel portion 20 is a circle having a diameter of about 7 m, but may be an ellipse or a rectangle instead of a circle. Further, the axis of each auxiliary tunnel portion 22 is parallel to the axis of the main body tunnel portion 20, and the auxiliary tunnel portion 22 is in contact with the first shield tunnel 14. The excavation of the ground between the openings 18 to make the first shield tunnel and the second shield tunnel communicate with each other is performed on the ground in the vicinity of the contact portion 24 between the first shield tunnel 14 and the auxiliary tunnel portion 22. This is done by improving it. Since the area of the ground to be improved is local, economical construction of a branching part or a joining part of the underground road 12 becomes possible.

接触部２４において、第１のシールドトンネル１４および補助トンネル部２２のそれぞれの覆工に複数の凍結管２６が設けられている（図６）。地盤の改良は、凍結管２６を用いて地盤を凍結することにより行う。また、接触部２４における第１のシールドトンネル１４の覆工には、補助トンネル部２２の形状に合わせた円弧状の横断面を有する溝２８が形成されている（図６）。溝２８には、シールド掘進機（図示せず）により掘削可能な、モルタル、合成樹脂等の充填材料３０が充填され（図４）、該充填材料は、第２のシールドトンネル１６の構築とともにシールド掘進機（図示せず）により掘削される（図６）。これにより、第１のシールドトンネル１４と第２のシールドトンネル１６とを確実に接触させることができる。   In the contact portion 24, a plurality of freezing pipes 26 are provided on the linings of the first shield tunnel 14 and the auxiliary tunnel portion 22 (FIG. 6). The improvement of the ground is performed by freezing the ground using the freezing pipe 26. Further, a groove 28 having an arc-shaped cross section that matches the shape of the auxiliary tunnel portion 22 is formed in the lining of the first shield tunnel 14 in the contact portion 24 (FIG. 6). The groove 28 is filled with a filling material 30 such as mortar or synthetic resin that can be excavated by a shield machine (not shown) (FIG. 4). The filling material is shielded together with the construction of the second shield tunnel 16. It is excavated by an excavator (not shown) (FIG. 6). Thereby, the 1st shield tunnel 14 and the 2nd shield tunnel 16 can be made to contact reliably.

また、接触部２４において、複数の連結部材３２が第１のシールドトンネル１４および補助トンネル部２２のそれぞれの覆工を貫通して配置され、各覆工に溶接により固定されている（図６）。これにより、第１のシールドトンネル１４と第２のシールドトンネル１６とをしっかりと固定することができる。連結部材３２は一辺が約１００ｍｍの正方形断面を有する棒鋼であるが、棒鋼に代え、形鋼でもよい。第１のシールドトンネル１４または第２のシールドトンネル１６の軸線方向における、連結部材３２の設置間隔は５００ｍｍ程度である。また、第１のシールドトンネル１４と第２のシールドトンネル１６との間の恒久的な止水を行うために、開口部１８間に止水板３４が配置され、第１のシールドトンネル１４および第２のシールドトンネル１６のそれぞれの覆工に溶接により固定されている。   Moreover, in the contact part 24, the some connection member 32 is arrange | positioned through each cover of the 1st shield tunnel 14 and the auxiliary tunnel part 22, and is being fixed to each cover by welding (FIG. 6). . Thereby, the 1st shield tunnel 14 and the 2nd shield tunnel 16 can be fixed firmly. The connecting member 32 is a steel bar having a square cross section with a side of about 100 mm, but may be a steel bar instead of the steel bar. The installation interval of the connecting members 32 in the axial direction of the first shield tunnel 14 or the second shield tunnel 16 is about 500 mm. Further, in order to perform permanent water stop between the first shield tunnel 14 and the second shield tunnel 16, a water stop plate 34 is disposed between the openings 18, and the first shield tunnel 14 and the second shield tunnel 14 The two shield tunnels 16 are fixed to the respective linings by welding.

図１，２に示すように、トンネル構造１０は、補強手段３６である、上方に凸状の複数のアーチ部材３８および下方に凸状の複数のアーチ部材４０を備える。アーチ部材３８は、それぞれが第１のシールドトンネル１４上部から第２のシールドトンネル１６の本体トンネル部２０上部に亘って配置され、アーチ部材４０は、それぞれが第１のシールドトンネル１４下部から第２のシールドトンネル１６の本体トンネル部２０下部に亘って配置されている。アーチ部材３８，４０の各端部は、各シールドトンネルの覆工に設けられた貫通穴４２を経て、各覆工を貫通し、溶接により各覆工に固定されている。アーチ部材３８，４０は鋼製であり、直径が３００ｍｍから５００ｍｍ程度の円形の中空断面を有する。第１のシールドトンネル１４または第２のシールドトンネル１６の軸線方向における、アーチ部材３８，４０の設置間隔は、１．０ｍから１．５ｍ程度である。これにより、第１のシールドトンネルおよび第２のシールドトンネルを補強することができる。すなわち、アーチ部材３８，４０により土圧等の一部を支持することによって、各シールドトンネルの覆工に作用する土圧等を軽減することができる。よって、各シールドトンネルの覆工の強化や補助トンネル部２２の大型化をすることなく、トンネル構造１０の土圧等に対する強度を大きくすることができる。   As shown in FIGS. 1 and 2, the tunnel structure 10 includes a plurality of upwardly projecting arch members 38 and a plurality of downwardly projecting arch members 40 which are reinforcing means 36. The arch members 38 are respectively arranged from the upper part of the first shield tunnel 14 to the upper part of the main body tunnel part 20 of the second shield tunnel 16, and the arch members 40 are respectively second from the lower part of the first shield tunnel 14. The shield tunnel 16 is disposed over the lower part of the main body tunnel portion 20. Each end of the arch members 38 and 40 passes through each lining through a through hole 42 provided in the lining of each shield tunnel, and is fixed to each lining by welding. The arch members 38 and 40 are made of steel and have a circular hollow cross section with a diameter of about 300 mm to 500 mm. The installation interval of the arch members 38 and 40 in the axial direction of the first shield tunnel 14 or the second shield tunnel 16 is about 1.0 m to 1.5 m. Thereby, the first shield tunnel and the second shield tunnel can be reinforced. That is, by supporting a part of the earth pressure or the like by the arch members 38 and 40, the earth pressure or the like acting on the lining of each shield tunnel can be reduced. Therefore, the strength of the tunnel structure 10 against earth pressure or the like can be increased without strengthening the lining of each shield tunnel or increasing the size of the auxiliary tunnel portion 22.

図１、２に示す、地下道路の合流部または分岐部のためのトンネル構造１０の施工時、まず、図３、４に示すように、円形断面の第１のシールドトンネル１４を、凍結管２６と予め充填材料３０が充填された溝２８とを有するセグメントを用いて構築する（図４）。   1 and 2, when constructing the tunnel structure 10 for the junction or branch of the underground road, first, as shown in FIGS. And a segment having a groove 28 previously filled with a filling material 30 (FIG. 4).

次に、図５、６に示すように、第２のシールドトンネル１６を、第１のシールドトンネル１４にほぼ平行に、補助トンネル部２２と第１のシールドトンネル１４とが接するように構築する。このとき、シールド掘進機（図示せず）により溝２８に充填された充填材料３０を掘削しつつ第２のシールドトンネル１６を構築することによって、補助トンネル部２２と第１のシールドトンネル１４とを接触させる。また、第１のシールドトンネル１４と補助トンネル部２２との接触部２４には、凍結管２６が設けられたセグメントを配置する。   Next, as shown in FIGS. 5 and 6, the second shield tunnel 16 is constructed so that the auxiliary tunnel portion 22 and the first shield tunnel 14 are in contact with each other substantially parallel to the first shield tunnel 14. At this time, the auxiliary tunnel portion 22 and the first shield tunnel 14 are formed by constructing the second shield tunnel 16 while excavating the filling material 30 filled in the grooves 28 by a shield machine (not shown). Make contact. Further, a segment provided with a freezing pipe 26 is disposed at the contact portion 24 between the first shield tunnel 14 and the auxiliary tunnel portion 22.

次に、凍結管２６に液体窒素を送り、接触部２４近傍の地盤を凍結し、第１のシールドトンネル１４と補助トンネル部２２との間の地盤を改良する。第１のシールドトンネル１４と補助トンネル部２２とを接触させたことにより、改良する地盤の範囲を最小限に抑えることができ、これにより地盤の改良に要する費用を低減することができる。また、地盤の改良は、凍結によって行う上記の例に代え、薬液注入により行ってもよい。   Next, liquid nitrogen is sent to the freezing pipe 26 to freeze the ground in the vicinity of the contact portion 24 and improve the ground between the first shield tunnel 14 and the auxiliary tunnel portion 22. By bringing the first shield tunnel 14 and the auxiliary tunnel portion 22 into contact with each other, the range of ground to be improved can be minimized, thereby reducing the cost required for ground improvement. In addition, the ground may be improved by injecting a chemical instead of the above example performed by freezing.

次に、第１のシールドトンネル１４および第２のシールドトンネル１６を固定するために連結部材３２を設置する。連結部材３２の設置は、第１のシールドトンネル１４および補助トンネル部２２のそれぞれの覆工を貫通する穴４８を設け、該穴に各連結部材を挿入し、各覆工に溶接して固定することにより行う。これにより、第１のシールドトンネル１４と第２のシールドトンネル１６とをしっかりと固定することができる。   Next, a connecting member 32 is installed to fix the first shield tunnel 14 and the second shield tunnel 16. The connecting member 32 is provided by providing holes 48 penetrating the linings of the first shield tunnel 14 and the auxiliary tunnel portion 22, inserting the connecting members into the holes, and welding and fixing the linings. By doing. Thereby, the 1st shield tunnel 14 and the 2nd shield tunnel 16 can be fixed firmly.

その後、アーチ部材３８，４０を施工する。図７に示すように、アーチ部材３８，４０の施工は、特許文献２で知られる、高圧水を用いて曲管を地中へ挿入する方法を用いる。まず、地中へ挿入するアーチ部材３８ａと、該アーチ部材に取り付ける掘削手段５０とを用意する。掘削手段５０は、高圧水５２を地盤に噴射するためのノズル５４を先端に備えた配管５６と、ずり５８を排出する排出管６０と、高圧水５２の拡散を防止するための案内刃６２とを備える。次に、アーチ部材３８ａの先端部に案内刃６２を取り付け、外周部に配管５６が取り付けられた排出管６０をアーチ部材３８ａ内に挿入し、アーチ部材３８ａの先端部にノズル５４が配置されるように取り付ける。
特開２００４−２３８８５４ Thereafter, the arch members 38 and 40 are constructed. As shown in FIG. 7, the construction of the arch members 38 and 40 uses a method known in Patent Document 2 in which a curved pipe is inserted into the ground using high-pressure water. First, an arch member 38a to be inserted into the ground and excavation means 50 attached to the arch member are prepared. The excavating means 50 includes a pipe 56 provided with a nozzle 54 for injecting the high-pressure water 52 onto the ground, a discharge pipe 60 for discharging the shear 58, and a guide blade 62 for preventing the high-pressure water 52 from diffusing. Is provided. Next, the guide blade 62 is attached to the distal end portion of the arch member 38a, the discharge pipe 60 having the pipe 56 attached to the outer peripheral portion is inserted into the arch member 38a, and the nozzle 54 is disposed at the distal end portion of the arch member 38a. Install as follows.
JP 2004-238854 A

次に、第１のシールドトンネル１４上方の地盤を薬液注入により改良し、図８に示すように、第１のシールドトンネル１４の上部の覆工にアーチ部材３８ａを挿入するための貫通穴４２ａを設ける。次に、アーチ部材３８ａを貫通穴４２ａから第１のシールドトンネル１４上方の地盤へ挿入し、ノズル５４から高圧水５２を地盤に噴射させ、ずり５８を排出管６０から排出し、その間にアーチ部材３８ａを液圧ジャッキ（図示せず）により推進する（図７）。次に、第１のシールドトンネル１４の覆工と同様に、本体トンネル部２０の上部の覆工に、アーチ部材３８ａを到達させるための貫通穴４２ｂを設け、貫通穴４２ｂを経てアーチ部材３８ａを本体トンネル部２０内に到達させる。その後、第１のシールドトンネル１４および本体トンネル部２０のそれぞれの覆工にアーチ部材３８ａを溶接して固定する。その後、他のアーチ部材３８を、アーチ部材３８ａと同様に、第１のシールドトンネル１４および本体トンネル部２０のそれぞれの上部の覆工に固定する。   Next, the ground above the first shield tunnel 14 is improved by injecting a chemical solution, and as shown in FIG. 8, a through hole 42a for inserting the arch member 38a into the lining of the upper portion of the first shield tunnel 14 is provided. Provide. Next, the arch member 38a is inserted into the ground above the first shield tunnel 14 through the through hole 42a, the high-pressure water 52 is sprayed from the nozzle 54 onto the ground, and the shear 58 is discharged from the discharge pipe 60 while the arch member is interposed therebetween. 38a is propelled by a hydraulic jack (not shown) (FIG. 7). Next, similarly to the lining of the first shield tunnel 14, a through hole 42b for reaching the arch member 38a is provided in the lining of the upper portion of the main body tunnel portion 20, and the arch member 38a is passed through the through hole 42b. The main body tunnel 20 is reached. Thereafter, the arch member 38 a is welded and fixed to the lining of each of the first shield tunnel 14 and the main body tunnel portion 20. Then, the other arch member 38 is fixed to the lining of each upper part of the 1st shield tunnel 14 and the main body tunnel part 20 similarly to the arch member 38a.

その後、アーチ部材３８と同様に、アーチ部材４０を第１のシールドトンネル１４および本体トンネル部２０の下方の地盤へ挿入し、第１のシールドトンネル１４および本体トンネル部２０のそれぞれの下部の覆工に溶接して固定する。アーチ部材３８，４０は、第１のシールドトンネル１４から第２のシールドトンネル１６へ向けて推進することに代え、第２のシールドトンネル１６から第１のシールドトンネル１４へ向けて推進してもよい。アーチ部材４０はアーチ部材３８に先立って設置してもよい。高圧水を用いる上記の方法は、各アーチ部材内において配管５６が占める空間の割合が比較的小さいことから、ずり５８を排出する排出管６０の径を比較的大きくすることができる。これにより、効率よくずり５８を排出することができ、アーチ部材３８，４０の効率的な施工が可能となる。また、アーチ部材３８，４０の先端に案内刃６２を備えることにより、高圧水５２が周辺地盤に広範に作用することによる余掘りを抑えることができるため、地盤の安定を損なうことがない。   Thereafter, similarly to the arch member 38, the arch member 40 is inserted into the ground below the first shield tunnel 14 and the main body tunnel portion 20 to cover the lower portions of the first shield tunnel 14 and the main body tunnel portion 20. Weld and fix to. The arch members 38 and 40 may be propelled from the second shield tunnel 16 toward the first shield tunnel 14 instead of propelling from the first shield tunnel 14 toward the second shield tunnel 16. . The arch member 40 may be installed prior to the arch member 38. In the above method using high-pressure water, the ratio of the space occupied by the pipe 56 in each arch member is relatively small, and therefore the diameter of the discharge pipe 60 that discharges the shear 58 can be made relatively large. Thereby, the shear 58 can be discharged efficiently, and the arch members 38 and 40 can be efficiently constructed. Further, by providing the guide blade 62 at the tip of the arch members 38, 40, it is possible to suppress excessive excavation due to the high-pressure water 52 acting extensively on the surrounding ground, so that the stability of the ground is not impaired.

アーチ部材３８，４０の施工は、高圧水を用いる上記の方法に代え、図９に示すように、特許文献３で知られる、回転ビットを用いて曲管を地中へ挿入する方法を用いることもできる。この場合、掘削手段５０は、モータ６４により回転する回転ビット６６を先端部に備えた内管６８と、該内管を内側に備える先導管７０と、内管６８内に取り付けられた、ずり７２を排出するための排出管７４とを備える。先導管７０と内管６８との間には隙間７６が設けられ、該隙間は切羽と排出管７４とに通ずる。アーチ部材３８ａの施工時、先導管７０の後端部にアーチ部材３８ａ（図示せず）を接続し、回転ビット６６を回転させて地盤を掘削しつつ、ずり７２を先導管７０と内管６８との隙間７６を通して排出管７４から排出する。その間に、アーチ部材３８ａを液圧ジャッキ（図示せず）により地盤へ挿入する。これにより、アーチ部材３８ａを比較的強固な地盤へ挿入することが可能となる。
特開平１１−８１８６５ For the construction of the arch members 38 and 40, instead of the above method using high-pressure water, as shown in FIG. 9, a method of inserting a curved pipe into the ground using a rotating bit as known in Patent Document 3 is used. You can also. In this case, the excavating means 50 includes an inner pipe 68 having a rotating bit 66 rotated by a motor 64 at the tip, a tip conduit 70 having the inner pipe inside, and a shear 72 attached in the inner pipe 68. And a discharge pipe 74 for discharging the gas. A gap 76 is provided between the leading conduit 70 and the inner pipe 68, and the gap communicates with the face and the discharge pipe 74. At the time of construction of the arch member 38a, an arch member 38a (not shown) is connected to the rear end portion of the leading conduit 70, and the rotating bit 66 is rotated to excavate the ground, while the shear 72 is connected to the leading conduit 70 and the inner pipe 68. And is discharged from the discharge pipe 74 through the gap 76 between the two. Meanwhile, the arch member 38a is inserted into the ground by a hydraulic jack (not shown). Thereby, the arch member 38a can be inserted into a relatively strong ground.
JP-A-11-81865

次に、図２に示すように、第１のシールドトンネル１４および第２のシールドトンネル１６のそれぞれの側部に開口部１８を設け、該開口部間の地盤を掘削して第１のシールドトンネル１４と第２のシールドトンネル１６とを連通させる。その後、開口部１８間に止水板３４を配置し、第１のシールドトンネル１４および第２のシールドトンネル１６のそれぞれの覆工に溶接により固定する。   Next, as shown in FIG. 2, an opening 18 is provided on each side of the first shield tunnel 14 and the second shield tunnel 16, and the ground between the openings is excavated to form the first shield tunnel. 14 communicates with the second shield tunnel 16. Then, the water stop plate 34 is arrange | positioned between the opening parts 18, and it fixes to each lining of the 1st shield tunnel 14 and the 2nd shield tunnel 16 by welding.

本発明によれば、補強手段３６を用いて第１のシールドトンネル１４および第２のシールドトンネル１６を補強することができる。これにより、各シールドトンネルの覆工の強化や補助トンネル部２２の大型化をすることなく、トンネル構造１０の土圧等に対する強度を大きくすることができ、地下道路の分岐部または合流部のためのトンネル構造の経済的な施工を可能にする。   According to the present invention, the first shield tunnel 14 and the second shield tunnel 16 can be reinforced using the reinforcing means 36. Accordingly, the strength of the tunnel structure 10 against earth pressure and the like can be increased without strengthening the lining of each shield tunnel and increasing the size of the auxiliary tunnel portion 22. Allows economical construction of tunnel structures.

本発明に係る、地下道路の分岐部または合流部のためのトンネル構造の斜視図。The perspective view of the tunnel structure for the branch part or junction part of an underground road based on this invention. 本発明に係る、地下道路の分岐部または合流部のためのトンネル構造の断面図。Sectional drawing of the tunnel structure for the branch part or confluence | merging part of an underground road based on this invention. 本発明に係る、第１のシールドトンネルを構築した後の第１のシールドトンネルの断面図。Sectional drawing of the 1st shield tunnel after constructing | assembling the 1st shield tunnel based on this invention. 図３の線４における断面拡大図。FIG. 4 is an enlarged cross-sectional view taken along line 4 in FIG. 3. 本発明に係る、第１のシールドトンネルと第２のシールドトンネルとを固定した後の第１のシールドトンネルおよび第２のシールドトンネルの断面図。Sectional drawing of the 1st shield tunnel and the 2nd shield tunnel after fixing the 1st shield tunnel and the 2nd shield tunnel based on this invention. 図５の線６における断面拡大図。FIG. 6 is an enlarged cross-sectional view taken along line 6 in FIG. 5. 本発明の第１の実施例に係る、アーチ部材を地盤へ挿入しているときのアーチ部材先端部の断面図。Sectional drawing of the arch member front-end | tip part when the arch member is inserted in the ground based on 1st Example of this invention. 本発明に係る、アーチ部材を設置した後の第１のシールドトンネルおよび第２のシールドトンネルの断面図。Sectional drawing of the 1st shield tunnel after installing the arch member based on this invention, and a 2nd shield tunnel. 本発明の第２の実施例に係る、アーチ部材を地盤へ挿入しているときのアーチ部材先端部の断面図。Sectional drawing of the arch member front-end | tip part when the arch member is inserted in the ground based on 2nd Example of this invention.

符号の説明Explanation of symbols

１０ トンネル構造
１２ 地下道路
１４ 第１のシールドトンネル
１６ 第２のシールドトンネル
１８ 開口部
２０ 本体トンネル部
２２ 補助トンネル部
３６ 補強手段
３８、４０ アーチ部材
５２ 高圧水
５４ ノズル
５６ 配管
５８、７２ ずり
６０、７４ 排出管
６２ 案内刃
６６ 回転ビット
６８ 内管
７０ 先導管
７６ 隙間

DESCRIPTION OF SYMBOLS 10 Tunnel structure 12 Underground road 14 1st shield tunnel 16 2nd shield tunnel 18 Opening part 20 Main body tunnel part 22 Auxiliary tunnel part 36 Reinforcement means 38, 40 Arch member 52 High pressure water 54 Nozzle 56 Piping 58, 72 Slip 60, 74 Discharge pipe 62 Guide blade 66 Rotating bit 68 Inner pipe 70 Lead pipe 76 Clearance

Claims (3)

地下道路の合流部または分岐部のためのトンネル構造の施工法であって、
第１のシールドトンネルを構築すること、
本体トンネル部と、それぞれの軸線が前記本体トンネル部の軸線に平行である２つの補助トンネル部とからなる第２のシールドトンネルを、前記第１のシールドトンネルにほぼ平行でありかつ前記補助トンネル部が前記第１のシールドトンネルに接するように構築すること、
上方に凸状の複数のアーチ部材および下方に凸状の複数のアーチ部材を、各アーチ部材に取り付けられた掘削手段を用いて、前記第１のシールドトンネルおよび前記第２のシールドトンネルの上方または下方の地盤へ挿入すること、
前記アーチ部材の各一端を前記第１のシールドトンネルの覆工に、またその各他端を前記第２のシールドトンネルの前記本体トンネル部の覆工にそれぞれ固定すること、
前記第１のシールドトンネルおよび前記第２のシールドトンネルのそれぞれの側部に開口部を設け、該開口部間の地盤を掘削して前記第１のシールドトンネルと前記第２のシールドトンネルとを連通させることを含む、トンネル構造の施工法。 A tunnel construction method for a junction or branch of an underground road,
Building a first shield tunnel,
A second shield tunnel comprising a main body tunnel portion and two auxiliary tunnel portions each having an axis parallel to the axis of the main body tunnel portion is substantially parallel to the first shield tunnel and the auxiliary tunnel portion. Is constructed so as to contact the first shield tunnel,
A plurality of upwardly projecting arch members and a plurality of downwardly projecting arch members may be disposed above the first shield tunnel and the second shield tunnel using excavation means attached to each arch member. Inserting it into the ground below,
Fixing one end of the arch member to the lining of the first shield tunnel, and fixing the other end to the lining of the main body tunnel portion of the second shield tunnel,
Openings are provided in the respective side portions of the first shield tunnel and the second shield tunnel, and the ground between the openings is excavated to communicate the first shield tunnel and the second shield tunnel. The construction method of the tunnel structure including making it. 前記掘削手段は、高圧水を地盤に噴射するためのノズルを先端に有する配管と、ずりを排出する排出管と、前記高圧水の拡散を防止するための案内刃とを備える、請求項１に記載のトンネル構造の施工法。   The said excavation means includes a pipe having a nozzle for injecting high-pressure water onto the ground, a discharge pipe for discharging shear, and a guide blade for preventing diffusion of the high-pressure water. The tunnel construction method described. 前記掘削手段は、地盤を掘削するための回転ビットを先端部に有する内管と、該内管を内側に有する先導管と、前記内管内に取り付けられた、ずりを排出する排出管とを備え、前記先導管と前記内管との間には隙間が設けられ、該隙間は切羽と前記排出管とに通ずる、請求項１に記載のトンネル構造の施工法。   The excavation means includes an inner pipe having a rotating bit for excavating the ground at a tip portion, a tip conduit having the inner pipe inside, and a discharge pipe attached to the inner pipe for discharging shear. The tunnel structure construction method according to claim 1, wherein a gap is provided between the tip conduit and the inner pipe, and the gap communicates with a face and the discharge pipe.
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