JP2001336382A - Tunnel constructing method and tunnel - Google Patents
Tunnel constructing method and tunnelInfo
- Publication number
- JP2001336382A JP2001336382A JP2000160317A JP2000160317A JP2001336382A JP 2001336382 A JP2001336382 A JP 2001336382A JP 2000160317 A JP2000160317 A JP 2000160317A JP 2000160317 A JP2000160317 A JP 2000160317A JP 2001336382 A JP2001336382 A JP 2001336382A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- face
- jet
- construction method
- ground
- 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.)
- Pending
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明はトンネルの構築方法
およびトンネルに関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a tunnel construction method and a tunnel.
【０００２】[0002]
【従来の技術】一般に、土砂ＮＡＴＭは、その地山の特
徴からトンネルの安定や周辺地盤への影響を最小限に抑
制するために、補助工法を併用して施工される場合が多
い。2. Description of the Related Art In general, earth and sand NATM is often used in combination with an auxiliary construction method in order to minimize the influence on the stability of a tunnel and the surrounding ground due to the characteristics of the ground.
【０００３】[0003]
【発明が解決しようとする課題】トンネル脚部の沈下
は、支保工全体を沈下させ、周辺地盤へ大きな影響をお
よぼすことになる。特に、土被りの浅いトンネルの場合
は、直上の地表面沈下に影響する。このため、いかに脚
部沈下を抑制するかが、大きな課題となる。The subsidence of the tunnel legs causes the entire support to subside and has a great effect on the surrounding ground. In particular, in the case of a tunnel with a shallow earth cover, it affects the subsidence of the ground surface directly above. For this reason, how to suppress leg subsidence is a major issue.
【０００４】本発明はこのような問題を鑑みてなされた
ものでその目的とするところは、トンネルを掘削する場
合、トンネルの脚部沈下を抑制するトンネルの構築方法
およびトンネルを提供することにある。SUMMARY OF THE INVENTION The present invention has been made in view of the above problems, and an object of the present invention is to provide a tunnel construction method and a tunnel for suppressing the sinking of a leg of the tunnel when excavating the tunnel. .
【０００５】[0005]
【課題を解決するための手段】前述した問題を解決する
ための第１の発明は、トンネルの切羽のトンネル掘進方
向かつ下方の地山に、地盤改良体を設ける工程と、前記
切羽上方から先受け工を設ける工程と、前記切羽を所定
長さ掘削する工程と、を繰り返すことを特徴とするトン
ネルの構築方法である。A first aspect of the present invention for solving the above-mentioned problem is to provide a ground improvement body in the ground below and in the tunnel digging direction of the face of the tunnel, A tunnel construction method characterized by repeating a step of providing a receiving face and a step of excavating the face by a predetermined length.
【０００６】第２の発明は、請求項１のトンネルの構築
方法によって構築されたことを特徴とするトンネルであ
る。A second invention is a tunnel constructed by the tunnel construction method of the first aspect.
【０００７】[0007]
【発明の実施の形態】以下、図面に基づいて本発明の実
施の形態を詳細に説明する。図１は、トンネルの縦断面
の概略図であり、図２は、ジェットグラウト１５、１７
の施工を示す概略図、図３から図８は、図１のＸ−Ｘ断
面におけるジェットグラウトの施工説明図である。図
１、図２において、１はトンネル、３は地山、５は上半
部、７は下半部、９はＳＬ（ＳＬとはＳｐｒｉｎｇ Ｌ
ｉｎｅである）を示す。１１は切羽を示し、切羽１１に
は、コンクリートが吹き付けられている。切羽１１の下
方から、前方下向きに削孔を行い、孔１４を設ける。こ
の孔１４の長さは、例えば３スパン分設ける。図１にお
いて、Ａが１スパンの長さを示し、Ａは６m程度であ
る。Embodiments of the present invention will be described below in detail with reference to the drawings. FIG. 1 is a schematic view of a vertical section of a tunnel, and FIG.
FIG. 3 to FIG. 8 are schematic diagrams showing the construction of the jet grout in the section XX of FIG. 1 and 2, 1 is a tunnel, 3 is a mountain, 5 is an upper half, 7 is a lower half, and 9 is SL (SL is Spring L).
ine). Reference numeral 11 denotes a face, and concrete is sprayed on the face 11. A hole 14 is provided from below the face 11 in a forward and downward direction. The length of the hole 14 is provided, for example, for three spans. In FIG. 1, A indicates the length of one span, and A is about 6 m.
【０００８】孔１４に、先端にノズルを有するノズル管
１３を挿入し、ノズル管１３のノズルから早強セメント
ミルクを高圧噴射する。そして、図２に示すように、ノ
ズル管１３を引き抜き、切羽１１より２スパンから３ス
パンの間に、地盤改良体であるジェットグラウト１５、
１７を地山３内に造成する。すなわち、ジェットグラウ
ト１５、１７は、トンネルの切羽のトンネル掘進方向か
つ下方の地山に設けられる。[0008] A nozzle pipe 13 having a nozzle at the tip is inserted into the hole 14, and high-pressure cement milk is injected from the nozzle of the nozzle pipe 13 at high pressure. Then, as shown in FIG. 2, the nozzle pipe 13 is pulled out, and the jet grout 15, which is a ground improvement body,
17 is formed in the ground 3. That is, the jet grouts 15 and 17 are provided in the ground below the tunnel face in the tunnel excavation direction.
【０００９】早強セメントミルクは、地下プラントで配
合され、高圧ポンプによりノズル管１３まで、圧送され
る。また、排泥は、バキュームポンプにより、ピットに
集められ、固化処理される。このジェットグラウト１
５、１７により、支保工２１の沈下が抑制される。ジェ
ットグラウト１５、１７の造成順序については、詳しく
後述する。[0009] The early-strength cement milk is blended in an underground plant and is pumped to the nozzle pipe 13 by a high-pressure pump. Further, the sludge is collected in a pit by a vacuum pump and solidified. This jet grout 1
5 and 17, the settlement of the shoring 21 is suppressed. The forming order of the jet grouts 15 and 17 will be described later in detail.
【００１０】次に、切羽１１の上方の地山３内に、前方
斜め上向きに、鋼管２６をアーチ状に並ぶように圧入す
る。この鋼管２６は孔（図示せず）が設けられ、鋼管２
６の内部から孔を介してウレタン２７等の薬液を地山３
に注入して、先受け工２５を構築する。この先受け工２
５により、トンネル１掘削時の地山３の緩み、崩落等が
防止される。Next, the steel pipes 26 are press-fitted into the ground 3 above the face 11 so as to be obliquely upward and forward in a row so as to form an arch. The steel pipe 26 is provided with a hole (not shown),
Chemical solution such as urethane 27 is poured from the inside of
To construct a pre-receiver 25. This precedent 2
5 prevents loosening and collapse of the ground 3 when the tunnel 1 is excavated.
【００１１】ジェットグラウト１５、１７、先受け工２
５を設けた後、上半部５を例えば１ｍ毎に掘削し、型鋼
等からなる支保工２１を建て込み、吹付けコンクリート
３４（図１０）を吹付け、上半部５の１スパン分（Ａ）
を築造する。[0011] Jet grout 15, 17;
After the upper part 5 is provided, the upper half part 5 is excavated, for example, every 1 m, a support 21 made of a shape steel or the like is erected, sprayed concrete 34 (FIG. 10) is sprayed, and the upper half part 5 for one span ( A)
To build.
【００１２】次に、切羽１１から数１０ｍ程度後方で、
下半部７の掘削を行い、図３に示すように吹付けコンク
リート３３を吹付け、覆工コンクリート３５を打設し、
上半部５の覆工コンクリート３１を打設し、トンネル１
の１スパン分（Ａ）を構築する。このような処理を繰り
返してトンネル１を構築する。Next, about several tens of meters behind the face 11,
Excavation of the lower half 7 was carried out, and as shown in FIG.
The lining concrete 31 of the upper half part 5 is cast and the tunnel 1
Is constructed for one span (A). The tunnel 1 is constructed by repeating such processing.
【００１３】次に、ジェットグラウトの施工方法を説明
する。前述したように、トンネル１の上半部５を掘削す
るのに先行して、切羽１１の下方から前方斜め下向き
に、縦方向に並ぶ直径８００ｍｍ程度の地盤改良体であ
るジェットグラウト１５、１７を設ける。このジェット
グラウト１５、１７は断面が略円形の棒状である。Next, a method of applying the jet grout will be described. As described above, prior to the excavation of the upper half 5 of the tunnel 1, the jet grout 15, 17 which is a ground improvement body having a diameter of about 800 mm arranged in a vertical direction obliquely downward and forward from below the face 11. Provide. The jet grouts 15 and 17 have a rod shape with a substantially circular cross section.
【００１４】以下、ジェットグラウト１５、１７の施工
手順を詳述する。まず、図３に示されるように、ジェッ
トグラウト１５ａを設ける。次に、ジェットグラウト１
５ａと反対側の支保工２１脚部にジェットグラウト１５
ｂを設ける（図４）。Hereinafter, the procedure for installing the jet grouts 15 and 17 will be described in detail. First, as shown in FIG. 3, a jet grout 15a is provided. Next, Jet Grout 1
Jet grout 15 on the leg 21 on the side opposite to 5a
b is provided (FIG. 4).
【００１５】次に、ジェットグラウト１５ａ、１５ｂ造
成部分に、グリージング等の空隙を防ぎ、確実な地盤改
良体の造成を目的として、早強セメントミルクの２次注
入を行う（図５）。次に、ジェットグラウト１５ａと支
保工２１との間に、ジェットグラウト１７ａを設け（図
６）、反対側でも同様に、ジェットグラウト１５ｂと支
保工２１との間に、ジェットグラウト１７ｂを設ける
（図７）。次に、ジェットグラウト１７ａ、１７ｂの部
分に、２次注入を行う（図８）。[0015] Next, in order to prevent voids such as glazing in the jet grout 15a and 15b forming portions and to form a reliable ground improvement body, secondary injection of early-strength cement milk is performed (Fig. 5). Next, a jet grout 17a is provided between the jet grout 15a and the support 21 (FIG. 6), and similarly, a jet grout 17b is provided between the jet grout 15b and the support 21 (FIG. 6). 7). Next, secondary injection is performed on the jet grout 17a, 17b (FIG. 8).
【００１６】以上のように、支保工２１の下にあらかじ
め地盤改良体であるジェットグラウト１５ａ、１５ｂ、
１７ａ、１７ｂを設けておくことにより、支保工２１に
伝達された地山３の荷重をジェットグラウト１５ａ、１
５ｂ、１７ａ、１７ｂが直に受け、脚部沈下を抑制す
る。As described above, the jet grout 15a, 15b,
By providing 17a, 17b, the load of the ground 3 transmitted to the shoring 21 can be reduced by the jet grout 15a, 1b.
5b, 17a, and 17b receive directly and suppress a leg subsidence.
【００１７】更に、本実施の形態では、ジェットグラウ
ト１５ａ、１７ａとジェットグラウト１５ｂ、１７ｂの
ように地盤改良体を上下２段としたことにより、ジェッ
トグラウト１５ａ、１５ｂ、１７ａ、１７ｂと地盤との
接する面積が増えて、周面摩擦力が増加し、支保工２１
を支持する効果が高くなる。ジェットグラウトが１段の
場合は、直接基礎的な効果であったのが、上下方向にジ
ェットグラウトを積み重ねることにより、杭基礎的な効
果があり、支持力の増大がはかれる。尚、本実施の形態
では、ジェットグラウトを上下２段としたが、上下３段
以上とすることも可能である。Further, in this embodiment, the ground improvement body is provided in two upper and lower stages like the jet grouts 15a and 17a and the jet grouts 15b and 17b, so that the jet grouts 15a, 15b, 17a and 17b The contact area increases, and the peripheral frictional force increases.
The effect of supporting is increased. In the case of a single-stage jet grout, a direct basic effect was obtained. By stacking the jet grout in the vertical direction, an effect of a pile foundation is obtained, and an increase in the supporting force can be achieved. In the present embodiment, the jet grout has two upper and lower stages, but may have three or more upper and lower stages.
【００１８】図９、図１０、図１１、図１２は、トンネ
ル１の施工方法の詳細な説明図であり、図９は、トンネ
ル１の縦断面図であり、図１０は、図９のＣ部拡大図、
図１１は、図９のＹ−Ｙ断面図、図１２は、図９のＺ−
Ｚ断面図である。9, 10, 11, and 12 are detailed explanatory views of a method of constructing the tunnel 1. FIG. 9 is a longitudinal sectional view of the tunnel 1, and FIG. Part enlarged view,
11 is a sectional view taken along line YY of FIG. 9, and FIG.
It is a Z sectional view.
【００１９】図９、図１０に示すように、上半部５を掘
削する場合、地山３に凸部４１および凹部４３が形成さ
れるように地山３を掘削する。支保工２１を設け、吹き
付けコンクリート３４を打設する。As shown in FIGS. 9 and 10, when excavating the upper half 5, the ground 3 is excavated so that the convex portion 41 and the concave portion 43 are formed in the ground 3. The shoring 21 is provided, and the shotcrete 34 is poured.
【００２０】下半部７の掘削が終了すると、覆工コンク
リート３１、摺付けコンクリート３２を設ける。その
後、ガイド支保工３７を設け、凸部４１と凹部４３との
間に、先受け工２５を設ける。図１１、図１２におい
て、先受け工２５は鋼管２６の周囲にウレタン２７が設
けられた構造となっている。前述した実施の形態では、
ジェットグラウト１５ａ、１７ａにあまり重複する部分
はないが、図１３に示すように、ジェットグラウト１５
ａ、１７ａおよびジェットグラウト１５ｂ、１７ｂが、
それぞれ重複部分をもつように施工してもよい。When the excavation of the lower half 7 is completed, lining concrete 31 and sliding concrete 32 are provided. After that, the guide supporter 37 is provided, and the first supporter 25 is provided between the convex portion 41 and the concave portion 43. In FIGS. 11 and 12, the front receiving member 25 has a structure in which a urethane 27 is provided around a steel pipe 26. In the embodiment described above,
Although there is not much overlap between the jet grouts 15a and 17a, as shown in FIG.
a, 17a and jet grouts 15b, 17b,
You may construct so that each may have an overlapping part.
【００２１】[0021]
【発明の効果】以上、詳細に説明したように本発明によ
れば、トンネルを掘削する場合、トンネルの脚部沈下を
抑制するトンネルの構築方法およびトンネルを提供する
ことができる。As described above in detail, according to the present invention, it is possible to provide a tunnel construction method and a tunnel for suppressing the sinking of a leg of the tunnel when excavating the tunnel.
【図１】トンネル１の縦断面の概略図FIG. 1 is a schematic view of a longitudinal section of a tunnel 1.
【図２】ジェットグラウト１５、１７の施工の説明図FIG. 2 is an explanatory view of construction of jet grouts 15 and 17;
【図３】図１のＸ−Ｘ断面におけるジェットグラウトの
施工説明図FIG. 3 is an explanatory view of the construction of the jet grout in the XX section of FIG. 1;
【図４】図１のＸ−Ｘ断面におけるジェットグラウトの
施工説明図FIG. 4 is an explanatory view of the construction of the jet grout in the section XX of FIG. 1;
【図５】図１のＸ−Ｘ断面におけるジェットグラウトの
施工説明図FIG. 5 is an explanatory view of the construction of the jet grout in the XX section of FIG. 1;
【図６】図１のＸ−Ｘ断面におけるジェットグラウトの
施工説明図FIG. 6 is an explanatory view of the construction of the jet grout in the section XX of FIG. 1;
【図７】図１のＸ−Ｘ断面におけるジェットグラウトの
施工説明図FIG. 7 is an explanatory view of the construction of the jet grout in the XX section of FIG. 1;
【図８】図１のＸ−Ｘ断面におけるジェットグラウトの
施工説明図FIG. 8 is an explanatory view of the construction of the jet grout in the XX section of FIG. 1;
【図９】トンネル１の縦断面図FIG. 9 is a longitudinal sectional view of the tunnel 1.
【図１０】図９のＣ部拡大図FIG. 10 is an enlarged view of a portion C in FIG. 9;
【図１１】図９のＹ−Ｙ断面図FIG. 11 is a sectional view taken along line YY of FIG. 9;
【図１２】図９のＺ−Ｚ断面図FIG. 12 is a sectional view taken along the line ZZ of FIG. 9;
【図１３】他の実施の形態に係るジェットグラウトの施
工説明図FIG. 13 is an explanatory view of the construction of a jet grout according to another embodiment.
１…トンネル ３…地山 ５…上半部 ７…下半部 １１…切羽 １３…ノズル管 １４…孔 １５ａ、１５ｂ、１７ａ、１７ｂ…ジェットグラウト ２１…支保工 ２５…先受け工 DESCRIPTION OF SYMBOLS 1 ... Tunnel 3 ... Ground mountain 5 ... Upper half 7 ... Lower half 11 ... Face 13 ... Nozzle tube 14 ... Hole 15a, 15b, 17a, 17b ... Jet grout 21 ... Shoring 25 ... Preceding work
Claims (6)
下方の地山に、地盤改良体を設ける工程と、前記切羽上
方から先受け工を設ける工程と、前記切羽を所定長さ掘
削する工程と、を繰り返すことを特徴とするトンネルの
構築方法。1. A step of providing a ground improvement body in a ground below and in a tunnel excavation direction of a face of a tunnel, a step of providing a precedent from above the face, and a step of excavating the face by a predetermined length; A tunnel construction method characterized by repeating the above.
斜め下向きに棒状に設けられることを特徴とする請求項
１記載のトンネルの構築方法。2. The tunnel construction method according to claim 1, wherein the ground improvement body is provided obliquely downward and forward from below the face.
け、当該孔からセメントミルクを注入したものであるこ
とを特徴とする請求項１記載のトンネルの構築方法。3. The tunnel construction method according to claim 1, wherein the ground improvement body is provided with a hole from the face and cement milk is injected from the hole.
に、夫々鉛直方向に複数個設けられることを特徴とする
請求項１記載のトンネルの構築方法。4. The tunnel construction method according to claim 1, wherein a plurality of said ground improvement bodies are provided in a vertical direction on each of the left and right sides below the face.
に重なる部分を有することを特徴とする請求項１記載の
トンネルの構築方法。5. The tunnel construction method according to claim 1, wherein the ground improvement bodies arranged in the vertical direction have portions overlapping each other.
って構築されたことを特徴とするトンネル。6. A tunnel constructed by the tunnel construction method according to claim 1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000160317A JP2001336382A (en) | 2000-05-30 | 2000-05-30 | Tunnel constructing method and tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000160317A JP2001336382A (en) | 2000-05-30 | 2000-05-30 | Tunnel constructing method and tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2001336382A true JP2001336382A (en) | 2001-12-07 |
Family
ID=18664527
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000160317A Pending JP2001336382A (en) | 2000-05-30 | 2000-05-30 | Tunnel constructing method and tunnel |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2001336382A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101858222A (en) * | 2010-05-25 | 2010-10-13 | 北京城建设计研究总院有限责任公司 | Method for controlling deformation in zero-distance tunneling of new tunnel under existing subway construction |
| ITBO20110072A1 (en) * | 2011-02-21 | 2012-08-22 | Elas Geotecnica Srl | PROCEDURE AND EQUIPMENT FOR THE CONSTRUCTION OF TUNNELS |
| CN109184704A (en) * | 2018-09-28 | 2019-01-11 | 北京市市政三建设工程有限责任公司 | A kind of small-clear-distance tunnel excavation and middle folder rock reinforcement technique |
-
2000
- 2000-05-30 JP JP2000160317A patent/JP2001336382A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101858222A (en) * | 2010-05-25 | 2010-10-13 | 北京城建设计研究总院有限责任公司 | Method for controlling deformation in zero-distance tunneling of new tunnel under existing subway construction |
| ITBO20110072A1 (en) * | 2011-02-21 | 2012-08-22 | Elas Geotecnica Srl | PROCEDURE AND EQUIPMENT FOR THE CONSTRUCTION OF TUNNELS |
| WO2012114249A3 (en) * | 2011-02-21 | 2013-05-30 | Elas Geotecnica S.R.L. | A method and equipment for tunnelling |
| CN109184704A (en) * | 2018-09-28 | 2019-01-11 | 北京市市政三建设工程有限责任公司 | A kind of small-clear-distance tunnel excavation and middle folder rock reinforcement technique |
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