JP2000291374A - Shield tunnel connection method - Google Patents
Shield tunnel connection methodInfo
- Publication number
- JP2000291374A JP2000291374A JP11098995A JP9899599A JP2000291374A JP 2000291374 A JP2000291374 A JP 2000291374A JP 11098995 A JP11098995 A JP 11098995A JP 9899599 A JP9899599 A JP 9899599A JP 2000291374 A JP2000291374 A JP 2000291374A
- Authority
- JP
- Japan
- Prior art keywords
- shield tunnels
- shield
- ground
- tunnels
- tunnel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明はシールドトンネルの
接続方法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for connecting a shield tunnel.
【０００２】[0002]
【従来の技術】地中に適宜間隔をもって並設した複数の
シールドトンネルを隣接方向で接続する方法は、例えば
図６に示すように、シールドトンネル１２、１３の上面
および下面から隣接するシールドトンネル１２、１３側
に向けてスライドさせたスライド鋼板１４でシールドト
ンネル１２、１３の上部および下部の地山１５を支持し
て、シールドトンネル間の地山１６を掘削して、これら
を接続する方法がある。2. Description of the Related Art A method of connecting a plurality of shield tunnels arranged in parallel in the ground at appropriate intervals in an adjacent direction, for example, as shown in FIG. , 13 are supported by the slide steel plate 14 which slides toward the side of the shield tunnels 12 and 13, and the ground 16 between the shield tunnels is excavated and connected. .
【０００３】[0003]
【発明が解決しようとする課題】しかし、上記のような
シールドトンネルの接続方法は、シールドトンネルの並
設間隔が、例えば２〜３ｍ以下のように狭い場合は使用
することができるが、並設間隔が広くなると、シールド
トンネル間の地山土量が大きくなり、スライド鋼板で地
山を支持することが困難となる。特に並設間隔がシール
ドトンネルの構築幅より大きい場合には、スライド鋼板
を使用することができないという問題があった。However, the connection method of the shield tunnel as described above can be used when the interval between the shield tunnels is narrow, for example, 2 to 3 m or less. If the interval is wide, the ground volume between the shield tunnels becomes large, and it becomes difficult to support the ground with a slide steel plate. In particular, when the juxtaposition interval is larger than the construction width of the shield tunnel, there is a problem that a slide steel plate cannot be used.
【０００４】本発明は、このような問題に鑑みてなされ
たものであり、その目的は、広い間隔で並設されたシー
ルドトンネルであっても接続できる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 an object of the present invention is to provide a method capable of connecting even shield tunnels arranged side by side at wide intervals.
【０００５】[0005]
【課題を解決するための手段】以上の課題を解決するた
めの手段は、請求項１の発明が、地中に適宜間隔をもっ
て並設した複数のシールドトンネルの隣接面同士を軸方
向に接続する方法であって、該シールドトンネル間の上
部および下部の地山を地盤改良して強化層を形成した
後、前記シールドトンネルの一方のトンネル空間から他
方のトンネル空間に向けて前記シールドトンネル間の地
山を掘削しつつ複数の連結部材を推進させて前記並設シ
ールドトンネルを連結するとともに、該連結部材の外方
に前記強化層の支持部材を設置し、前記シールドトンネ
ル間の地山を掘削することを特徴とする。According to a first aspect of the present invention, there is provided a method according to the first aspect, wherein adjacent surfaces of a plurality of shield tunnels juxtaposed in the ground at appropriate intervals are axially connected to each other. The method comprises improving the ground at the top and bottom between the shield tunnels to form a reinforcing layer, and then moving the ground between the shield tunnels from one tunnel space of the shield tunnel to the other tunnel space. While excavating a mountain, a plurality of connecting members are propelled to connect the side-by-side shield tunnels, and a support member for the reinforcing layer is installed outside the connecting members to excavate a ground between the shield tunnels. It is characterized by the following.
【０００６】請求項１の発明によれば、シールドトンネ
ル間に掛け渡された連結部材でシールドトンネルの上部
および下部の強化層を支持することができるので、シー
ルドトンネルの並設間隔が広い場合であっても、シール
ドトンネル間の地山を安全に掘削することができる。According to the first aspect of the present invention, since the reinforcing members at the upper and lower portions of the shield tunnel can be supported by the connecting member bridged between the shield tunnels, the connection distance between the shield tunnels is large. Even so, the ground between shield tunnels can be safely excavated.
【０００７】また請求項２の発明が、請求項１におい
て、前記並設シールドトンネル間の掘削空間および前記
シールドトンネル空間内の所定部分にコンクリートを打
設して前記シールドトンネル同士を一体化することを特
徴とする。According to a second aspect of the present invention, in the first aspect, concrete is poured into a predetermined portion in the excavation space between the juxtaposed shield tunnels and the shield tunnel space to integrate the shield tunnels with each other. It is characterized by.
【０００８】請求項２の発明によれば、シールドトンネ
ル同士を連結部材およびコンクリートで一体化すること
により、構造的に十分な強度を有する地下構造物が得ら
れる。According to the second aspect of the present invention, an underground structure having a structurally sufficient strength can be obtained by integrating the shield tunnels with the connecting member and the concrete.
【０００９】また請求項３の発明が、請求項１または２
において、前記連結部材として鋼管を用いることを特徴
とする。The invention of claim 3 is the first or second invention.
Wherein a steel pipe is used as the connecting member.
【００１０】請求項３の発明によれば、連結部材として
適宜口径の鋼管を用いることにより、外力条件に応じた
断面性能を確保することができ、鉄筋組立や型枠組立・
解体などの作業を軽減することができる。According to the third aspect of the present invention, by using a steel pipe having an appropriate diameter as the connecting member, it is possible to secure the cross-sectional performance according to the external force condition, and to assemble the reinforcing bar and the formwork.
Work such as dismantling can be reduced.
【００１１】また請求項４の発明が、請求項３におい
て、前記鋼管内に無収縮モルタルを充填することを特徴
とする。A fourth aspect of the present invention is characterized in that, in the third aspect, the steel pipe is filled with a non-shrink mortar.
【００１２】請求項４の発明によれば、無収縮モルタル
を充填した鋼管を連結部材として用いることにより、連
結部材の強度・剛性が向上し、強化層を十分安全に支持
できる。According to the fourth aspect of the invention, by using the steel pipe filled with the non-shrinkable mortar as the connecting member, the strength and rigidity of the connecting member are improved, and the reinforcing layer can be sufficiently safely supported.
【００１３】[0013]
【発明の実施の形態】以下、本発明のシールドトンネル
の接続方法の実施の形態を図面に基づいて説明する。図
１は隣接したシールドトンネルの断面図、図２はシール
ドトンネルの接続方法の断面図である。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the method for connecting a shield tunnel according to the present invention will be described below with reference to the drawings. FIG. 1 is a sectional view of an adjacent shield tunnel, and FIG. 2 is a sectional view of a connection method of the shield tunnel.
【００１４】図１は広い並設間隔、例えば４〜５ｍの間
隔をもって構築された断面矩形のシールドトンネル１、
２であり、これらのシールドトンネル１、２を隣接方
向、すなわち側面同士でトンネル軸方向に連続的に接合
するものである。これらのシールドトンネル１、２は断
面矩形のシールド掘進機で掘削された横坑に鋼製または
鉄筋コンクリート製のセグメント３を覆工して構築され
るが、前記セグメント３としては、取り外しや溶接等の
作業の容易性・正確性の面から鋼製セグメントを用いる
ことが望ましい。FIG. 1 shows a shield tunnel 1 having a rectangular cross section constructed with a large juxtaposition interval, for example, an interval of 4 to 5 m.
The shield tunnels 1 and 2 are continuously joined in the adjacent direction, that is, in the tunnel axis direction between the side surfaces. These shield tunnels 1 and 2 are constructed by covering a steel shaft or a reinforced concrete segment 3 in a horizontal shaft excavated by a shield excavator having a rectangular cross section. It is desirable to use a steel segment from the viewpoint of easy and accurate work.
【００１５】これらのシールドトンネル１、２同士を接
続するには、まず、シールドトンネル１、２間の上部お
よび下部の地山４ａの適宜範囲を地盤改良して強化層５
を形成する。強化層５は、適度な強度と止水性を有する
ように、従来周知の工法で改良された層である。In order to connect the shield tunnels 1 and 2 to each other, first, an appropriate range of the upper and lower grounds 4a between the shield tunnels 1 and 2 is ground-improved and the reinforcing layer 5 is formed.
To form The reinforcing layer 5 is a layer that has been improved by a conventionally known method so as to have appropriate strength and waterproofness.
【００１６】次いで、一方のシールドトンネル１のセグ
メント３の一部を取り外し、シールドトンネルの空間内
から連結部材６を小口径推進工法によって、シールドト
ンネル間の地山４ｂを掘削しつつ他方のシールドトンネ
ル２の空間内に向けて推進させる。このとき、図５に示
すように、予めセグメント３の所定位置に連結部材６の
断面寸法よりやや大き目の切欠部２０を設けておくとよ
い。また、連結部材６としては、並設間隔や地盤条件な
どに応じて適宜口径の鋼管を用いるとよい。Next, a part of the segment 3 of one shield tunnel 1 is removed, and the connecting member 6 is excavated from the space of the shield tunnel by a small diameter propulsion method while excavating the ground 4b between the shield tunnels while the other shield tunnel is excavated. Propelled into the space of 2. At this time, as shown in FIG. 5, a notch 20 slightly larger than the cross-sectional dimension of the connecting member 6 may be provided at a predetermined position of the segment 3 in advance. Further, as the connecting member 6, it is preferable to use a steel pipe having an appropriate diameter according to the juxtaposed interval, ground conditions, and the like.
【００１７】そして連結部材６をシールドトンネル１、
２間にわたって複数本掛け渡してセグメント３またはそ
の他の構造部材（図示せず）に定着する。この場合、鋼
管を連結部材６として用いることにより、連結部材６と
セグメント３との溶接作業も容易に行うことができる。The connecting member 6 is connected to the shield tunnel 1,
A plurality of belts are stretched over two segments and fixed to the segments 3 or other structural members (not shown). In this case, by using the steel pipe as the connection member 6, the welding operation of the connection member 6 and the segment 3 can be easily performed.
【００１８】次に、シールドトンネル１、２間の連結部
材６の外方に支持部材７を設置して強化層５を支持す
る。支持部材７としては、例えば複数の支持材をトンネ
ルの長手方向に沿って押し込むとともに、その外方に矢
板８を掛け渡して、強化層５を支持するものであり、強
化層が止水性を有するため、支持材および矢板８は適宜
間隔で設置する。Next, a supporting member 7 is provided outside the connecting member 6 between the shield tunnels 1 and 2 to support the reinforcing layer 5. As the support member 7, for example, a plurality of support materials are pushed in along the longitudinal direction of the tunnel, and a sheet pile 8 is wrapped around the support material to support the reinforcing layer 5, and the reinforcing layer has a water stopping property. Therefore, the support member and the sheet pile 8 are provided at appropriate intervals.
【００１９】このようにシールドトンネル１、２の上部
および下部の強化層５を支持部材７を介して連結部材６
で支持した後、対向するシールドトンネル１、２側面の
セグメント３ａを解体してシールドトンネル間の地山４
ｂを掘削すると、シールドトンネル１、２のトンネル空
間同士が連通する。As described above, the upper and lower reinforcing layers 5 of the shield tunnels 1 and 2 are connected to the connecting members 6 via the supporting members 7.
Then, the opposing shield tunnels 1, 2 and the segments 3a on the side surfaces are dismantled and the ground 4 between the shield tunnels is removed.
When excavating b, the tunnel spaces of the shield tunnels 1 and 2 communicate with each other.
【００２０】次に、前記連結部材６内に無収縮モルタル
１０を充填する。また、シールドトンネル１、２内に位
置した連結部材６にスタットジベル１１を設置するとと
もに、シールドトンネル１、２内およびシールドトンネ
ル間の掘削空間９の所定範囲内にコンクリート２１を打
設してシールドトンネル１、２同士を構造的に一体化す
る。Next, the connection member 6 is filled with a non-shrink mortar 10. In addition, the stat dowel 11 is installed on the connecting member 6 located in the shield tunnels 1 and 2, and concrete 21 is poured into a predetermined range of the excavation space 9 in the shield tunnels 1 and 2 and between the shield tunnels. The tunnels 1 and 2 are structurally integrated.
【００２１】このように複数のシールドトンネル１、２
を連結部材６とコンクリート２によって構造的に一体化
すると、十分な強度を有する地下構造物が得られる。ま
た、このような地下構造物を連続的に構築することによ
り、大規模な地下空間を有する構造物の構築が可能とな
る。As described above, a plurality of shield tunnels 1 and 2
Is structurally integrated with the connecting member 6 and the concrete 2, an underground structure having sufficient strength can be obtained. Further, by continuously constructing such underground structures, it is possible to construct a structure having a large-scale underground space.
【００２２】[0022]
【発明の効果】シールドトンネル間に掛け渡された連結
部材でシールドトンネルの上部および下部の強化層を支
持したことにより、シールドトンネルの並設間隔が広い
シールドトンネル間の地山を安全に掘削することができ
る。According to the present invention, since the upper and lower reinforcing layers of the shield tunnel are supported by the connecting members bridged between the shield tunnels, the ground between the shield tunnels in which the shield tunnels are juxtaposed widely can be excavated safely. be able to.
【００２３】シールドトンネル同士を連結部材とコンク
リートで一体化することにより、構造的に十分な強度を
有する地下構造物が得られる。By integrating the shield tunnels with the connecting member and concrete, an underground structure having sufficient structural strength can be obtained.
【００２４】鋼管を連結部材として用いることにより、
外力条件に応じた断面剛性を適宜選択することができ、
鉄筋組立作業などを軽減できる。特に、鋼管に無収縮モ
ルタルを充填することにより、連結部材の強度・剛性が
向上し、並設間隔がトンネル構築幅より大きい場合であ
っても、安全に強化層を支持することが可能となる。By using a steel pipe as a connecting member,
The sectional rigidity according to the external force condition can be appropriately selected,
Rebar assembling work can be reduced. In particular, by filling the non-shrink mortar in the steel pipe, the strength and rigidity of the connecting member are improved, and even when the juxtaposed interval is larger than the tunnel construction width, the reinforcing layer can be safely supported. .
【図１】適宜間隔をもって並設したシールドトンネルの
断面図である。FIG. 1 is a sectional view of shield tunnels juxtaposed at appropriate intervals.
【図２】シールドトンネル同士を連結部材によって接続
した断面図である。FIG. 2 is a cross-sectional view in which shield tunnels are connected by a connecting member.
【図３】図３のＡ−Ａ線断面図である。FIG. 3 is a sectional view taken along line AA of FIG. 3;
【図４】図３のＢ−Ｂ線断面図である。FIG. 4 is a sectional view taken along line BB of FIG. 3;
【図５】図３のＣ−Ｃ線断面図である。FIG. 5 is a sectional view taken along line CC of FIG. 3;
【図６】従来のシールドトンネルの接続方法を示す断面
図である。FIG. 6 is a cross-sectional view illustrating a conventional shield tunnel connection method.
１、２、１２、１３ シールドトンネル ３ セグメント ４ａ、４ｂ、１５、１６ 地山 ５ 強化層 ６ 連結部材 ７ 支持材 ８ 矢板 ９ 掘削空間 １０ スタッドジベル ２１ コンクリート DESCRIPTION OF SYMBOLS 1, 2, 12, 13 Shield tunnel 3 Segment 4a, 4b, 15, 16 Ground 5 Reinforcement layer 6 Connecting member 7 Support material 8 Yaita 9 Excavation space 10 Stud dowel 21 Concrete
Claims (4)
シールドトンネルの隣接面同士を軸方向に接続する方法
であって、該シールドトンネル間の上部および下部の地
山を地盤改良して強化層を形成した後、前記シールドト
ンネルの一方のトンネル空間から他方のトンネル空間に
向けて前記シールドトンネル間の地山を掘削しつつ複数
の連結部材を推進させて前記並設シールドトンネルを連
結するとともに、該連結部材の外方に前記強化層の支持
部材を設置し、前記シールドトンネル間の地山を掘削す
ることを特徴とするシールドトンネルの接続方法。1. A method for connecting adjacent surfaces of a plurality of shield tunnels juxtaposed at appropriate intervals in the ground to each other in an axial direction, wherein upper and lower grounds between the shield tunnels are improved by ground improvement and strengthening. After forming a layer, while excavating the ground between the shield tunnels from one tunnel space of the shield tunnel toward the other tunnel space, a plurality of connecting members are propelled to connect the parallel shield tunnels and A method of connecting a shield tunnel, comprising: installing a support member of the reinforcing layer outside the connecting member; and excavating a ground between the shield tunnels.
ンネル間の掘削空間および前記シールドトンネル空間内
の所定部分にコンクリートを打設して前記シールドトン
ネル同士を一体化することを特徴とするシールドトンネ
ルの接続方法。2. The shield tunnel according to claim 1, wherein concrete is poured into a predetermined portion in the excavation space between the juxtaposed shield tunnels and the shield tunnel space to integrate the shield tunnels with each other. Connection method.
材として鋼管を用いることを特徴とするシールドトンネ
ルの接続方法。3. The method according to claim 1, wherein a steel pipe is used as the connecting member.
モルタルを充填することを特徴とするシールドトンネル
の接続方法。4. The method according to claim 3, wherein the steel pipe is filled with non-shrink mortar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09899599A JP4079297B2 (en) | 1999-04-06 | 1999-04-06 | Shield tunnel connection method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09899599A JP4079297B2 (en) | 1999-04-06 | 1999-04-06 | Shield tunnel connection method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2000291374A true JP2000291374A (en) | 2000-10-17 |
| JP4079297B2 JP4079297B2 (en) | 2008-04-23 |
Family
ID=14234572
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP09899599A Expired - Fee Related JP4079297B2 (en) | 1999-04-06 | 1999-04-06 | Shield tunnel connection method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP4079297B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007016509A (en) * | 2005-07-08 | 2007-01-25 | Taisei Corp | Joining method of juxtaposed tunnels |
-
1999
- 1999-04-06 JP JP09899599A patent/JP4079297B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007016509A (en) * | 2005-07-08 | 2007-01-25 | Taisei Corp | Joining method of juxtaposed tunnels |
| JP4534069B2 (en) * | 2005-07-08 | 2010-09-01 | 大成建設株式会社 | Parallel tunnel joining method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP4079297B2 (en) | 2008-04-23 |
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