JPH10280863A - Construction method for tunnel pit mouth in steep slope - Google Patents
Construction method for tunnel pit mouth in steep slopeInfo
- Publication number
- JPH10280863A JPH10280863A JP8698797A JP8698797A JPH10280863A JP H10280863 A JPH10280863 A JP H10280863A JP 8698797 A JP8698797 A JP 8698797A JP 8698797 A JP8698797 A JP 8698797A JP H10280863 A JPH10280863 A JP H10280863A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- entrance
- main
- work
- construction
- 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
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- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、急峻斜面における
トンネル坑口の施工方法に関する。The present invention relates to a method for constructing a tunnel entrance on a steep slope.
【０００２】[0002]
【従来の技術】図１４に示すように、急峻地形（図中２
は等高線を示す）における斜面１にトンネル坑口付けを
行う場合、従来では、トンネル坑口位置と同じ標高レベ
ルで現有道路６からトンネル坑口位置に至る仮設道路７
を設け、これをアクセス道路としてトンネル坑口位置に
作業構台８を構築し、この作業構台８を利用してトンネ
ル坑口３を施工し、その後、本坑トンネル５の掘削を開
始するという方法がとられている。2. Description of the Related Art As shown in FIG.
When a tunnel entrance is formed on the slope 1 at the same time, a temporary road 7 extending from the existing road 6 to the tunnel entrance at the same elevation level as the tunnel entrance is conventionally used.
A work gantry 8 is constructed at the position of the tunnel entrance using this as an access road, the tunnel entrance 3 is constructed using the work gantry 8, and then the excavation of the main tunnel 5 is started. ing.
【０００３】[0003]
【発明が解決しようとする課題】ところが、急峻斜面で
のこれまでの方法による坑口付けでは、以下の点が改善
課題となっている。 （１）急峻斜面を切り盛りしながら仮設道路を造築する
ため、工期と工事費が多くかかる。 （２）自然環境保全上、急峻斜面での仮設道路工事など
は少なくしたい。 （３）トンネル接続は高架橋となることから、その作業
構台と資機材の搬入出を行う必要があるが、その搬入出
を、急峻斜面に設けた仮設道路を利用して行うのは、安
全面及び経済面を考慮した場合、できれば避けたい。However, the following points are issues to be improved in the conventional method of attaching a wellhead on a steep slope. (1) Construction of temporary roads while cutting steep slopes requires a lot of construction time and construction costs. (2) In order to protect the natural environment, we want to reduce the construction of temporary roads on steep slopes. (3) Since the tunnel connection will be viaduct, it is necessary to carry in and out the work gantry and equipment, but it is safe to carry in and out using the temporary road provided on the steep slope. And considering the economics, we want to avoid it if possible.
【０００４】本発明は、上記事情を考慮し、急峻斜面に
沿って仮設道路を設ける必要が全くなく、自然環境の保
全が可能であり、しかも安全で経済的にトンネル坑口を
施工することができる方法を提供することを目的とす
る。[0004] In consideration of the above circumstances, the present invention does not require any temporary roads along steep slopes, can preserve the natural environment, and can safely and economically construct tunnel tunnels. The aim is to provide a method.
【０００５】[0005]
【課題を解決するための手段】請求項１の発明は、急峻
斜面にトンネル坑口を施工するに当たり、前記トンネル
坑口の施工予定部よりも地山内部側の本坑トンネル予定
線に向かって現有道路から作業トンネルを掘削し、本坑
トンネル予定線に作業トンネルが交差したら、その交差
位置からトンネル坑口の施工予定部に向かって本坑トン
ネルを掘削し、この本坑トンネル内から前記トンネル坑
口の施工を行うことを特徴とする。According to the first aspect of the present invention, when constructing a tunnel entrance on a steep slope, the existing road is directed toward the main tunnel planned line on the inner side of the ground than the planned construction site of the tunnel entrance. When the working tunnel intersects with the planned tunnel of the main tunnel, the main tunnel is excavated from the intersection position toward the planned site of the tunnel entrance, and the construction of the tunnel entrance is performed from within the main tunnel. Is performed.
【０００６】請求項２の発明は、請求項１において、前
記本坑トンネル内からトンネル坑口を施工するに際し、
本坑トンネルの掘削を、トンネル坑口の施工予定部の手
前で一旦止め、その位置から地山及び斜面の補強工事を
行いながら、導坑方式で本坑トンネルを斜面に開口させ
て、トンネル坑口を施工することを特徴とする。According to a second aspect of the present invention, in the first aspect, when the tunnel entrance is constructed from within the main tunnel,
The excavation of the main tunnel is temporarily stopped just before the planned part of the tunnel entrance, and while the reinforcement of the ground and slope is performed from that position, the main tunnel is opened on the slope by the tunnel method, and the tunnel entrance is opened. It is characterized by construction.
【０００７】請求項３の発明は、請求項１または２にお
いて、前記本坑トンネルを斜面に開通させた後、外部に
作業構台を構築し、該作業構台を利用して橋台を構築す
ることを特徴とする。According to a third aspect of the present invention, in the first or second aspect, after the main tunnel is opened on a slope, a work gantry is constructed outside and the abutment is constructed using the work gantry. Features.
【０００８】請求項４の発明は、請求項１〜３のいずれ
かにおいて、前記トンネル坑口の施工予定部へ向けての
本坑トンネルの掘削と同時に、前記交差位置からトンネ
ル坑口の施工予定部と反対方向に本坑トンネルを掘削す
ることを特徴とする。According to a fourth aspect of the present invention, in any one of the first to third aspects, simultaneously with excavation of the main pit tunnel toward the planned site of the tunnel entrance, the construction site of the tunnel entrance is constructed from the intersection position. The main tunnel is excavated in the opposite direction.
【０００９】[0009]
【発明の実施の形態】以下、本発明の実施形態を図面に
基づいて説明する。本実施形態の施工方法では、図１に
示すように、トンネル坑口３の施工予定部よりも地山内
部側の本坑トンネル予定線（図中、本坑トンネル５で代
用）に向かって、現有道路６から作業トンネル１１を掘
削し、本坑トンネル予定線に作業トンネル１１が交差し
たら、その交差位置からトンネル坑口３の施工予定部に
向かって矢印（イ）のように本坑トンネル５を掘削し、
この本坑トンネル５の内部からトンネル坑口３の施工を
行う。また、交差位置からトンネル坑口３の施工予定部
と反対方向に向かって矢印（ロ）のように本坑トンネル
５を同時掘削する。なお、図中１０で示すものは、現有
道路６に隣接して設けた作業ヤードである。Embodiments of the present invention will be described below with reference to the drawings. In the construction method of the present embodiment, as shown in FIG. 1, the construction of the existing tunnel is performed toward the planned main tunnel tunnel line (in the figure, the main tunnel 5 is substituted) from the planned construction site of the tunnel entrance 3. When the work tunnel 11 is excavated from the road 6 and the work tunnel 11 intersects the planned main tunnel tunnel, the main tunnel 5 is excavated from the intersection position toward the construction site of the tunnel entrance 3 as shown by an arrow (a). And
The tunnel entrance 3 is constructed from the inside of the main tunnel 5. Further, the main tunnel 5 is simultaneously excavated from the intersection position in the direction opposite to the planned portion of the tunnel entrance 3 as shown by an arrow (b). In addition, what is shown by 10 in the figure is a work yard provided adjacent to the existing road 6.
【００１０】本坑トンネル５内からトンネル坑口３を施
工するに当たっては、次の手順で工事を進める。図２〜
図１３を用いて説明する。なお、説明の便宜上、工事内
容自体に符号を付すこともある。In constructing the tunnel entrance 3 from inside the main tunnel 5, construction is performed in the following procedure. Figure 2
This will be described with reference to FIG. In addition, for convenience of explanation, reference numerals may be given to construction contents themselves.
【００１１】（１）図２参照。土被り厚Ｈが直径の１．
５〜２倍程度の位置まで本坑トンネル５を掘削したら、
トンネル坑口の施工予定部の手前で、いったん本坑断面
での掘削を停止する。(1) See FIG. The overburden thickness H is 1.
After excavating the main tunnel 5 to about 5 to 2 times,
Stop the excavation in the section of the main pit once before the planned section of the tunnel entrance.
【００１２】（２）図３参照。本坑トンネル５の先端底
部に埋戻し工２１を行って、スムースブラスティングお
よび制御発破により頂設導坑２２を掘削する。その際、
先受け工（フォアパイリング）、高強度スチールファイ
バ吹き付け工、斜面防護ネット工を実施して、地山及び
斜面の補強を行う。２３は防護ネット、２４は先受け工
を示す。(2) See FIG. A backfilling 21 is performed at the bottom of the tip of the main tunnel 5, and a top pit 22 is excavated by smooth blasting and controlled blasting. that time,
Perform fore piling, high-strength steel fiber spraying, and slope protection netting to reinforce ground and slopes. Reference numeral 23 denotes a protection net, and 24 denotes a precedent.
【００１３】（３）図４参照。頂設導坑２２の盤下げ工
２５を行うと共に、頂設部ロックボルト工２６を行う。 （４）図５参照。補強ロックボルト工２７及び注入補強
工２８等の斜面安定工を実施する。 （５）図６参照。制御発破により上半切拡げ掘削工２９
を行う。 （６）図７参照。下半掘削工３０及び斜面安定工３１を
行う。(3) See FIG. The lowering work 25 of the top shaft 22 and the lock bolt work 26 of the top part are performed. (4) See FIG. Slope stabilization works such as reinforcement rock bolt construction 27 and injection reinforcement construction 28 are performed. (5) See FIG. Upper excavation excavator 29 by control blasting
I do. (6) See FIG. Lower half excavation work 30 and slope stabilization work 31 are performed.
【００１４】（７）図８参照。トンネル底部のインバー
ト３３の打設、埋戻し、及び作業構台８の構築を行う。 （８）図９参照。作業構台８を利用して橋台部の掘削工
事４１を行う。 （９）図１０参照。深礎杭４２及び橋台コンクリート工
４３を実施し、片側の橋台４０を構築する。 （１０）図１１参照。作業構台８の盛り換えを行い、他
側の橋台部の掘削工事４１を行う。 （１１）図１２参照。深礎杭４２及び橋台コンクリート
工４３を実施する。 （１２）図１３参照。作業構台８の増設、覆工及び坑門
工事５０を行う。(7) See FIG. Casting and backfilling of the invert 33 at the bottom of the tunnel and construction of the work gantry 8 are performed. (8) See FIG. An abutment excavation 41 is performed using the work gantry 8. (9) See FIG. The deep foundation pile 42 and the abutment concrete work 43 are carried out to construct the abutment 40 on one side. (10) See FIG. The work gantry 8 is changed, and excavation work 41 of the abutment on the other side is performed. (11) See FIG. The deep foundation pile 42 and the abutment concrete work 43 are implemented. (12) See FIG. The work gantry 8 is added, the lining and the gate work 50 are performed.
【００１５】以上のように施工を進めることで、仮設道
路を設けることなく、本坑トンネル５内から安全にトン
ネル坑口３を施工することができる。その際、作業構台
８や橋台４０を構築するための資材は、作業トンネル１
１及び本坑トンネル５を介して搬入出できるため、安全
で経済的に工事を進めることができる。By proceeding as described above, the tunnel entrance 3 can be constructed safely from inside the main tunnel 5 without providing a temporary road. At this time, materials for constructing the work gantry 8 and the abutment 40 are the work tunnel 1
Since it can be carried in and out through the tunnel 1 and the main tunnel 5, construction can be carried out safely and economically.
【００１６】なお、大まかな手順を守れば、詳細な工事
内容は、地山の状況等に応じて適宜変更可能である。If the general procedure is followed, the details of the construction can be changed as appropriate according to the conditions of the ground.
【００１７】[0017]
【発明の効果】以上説明したように、請求項１の発明に
よれば、作業トンネルを介して掘削した本坑トンネル内
からトンネル坑口を施工するので、仮設道路を設ける必
要がなくなり、急峻な斜面での切り盛り工事が不要とな
る。従って、自然環境を保全しながら、安全、確実で経
済的に坑口付けを行うことが可能になる。また、本坑ト
ンネル内からトンネル坑口を施工する際に、請求項２の
発明のように、補強工事を行いながら、導坑方式で本坑
トンネルを斜面に開口させるようにすれば、地山及び斜
面の安定を維持しながら、安全に作業を進めることがで
きる。As described above, according to the first aspect of the present invention, since the tunnel entrance is constructed from the main tunnel excavated through the work tunnel, there is no need to provide a temporary road, and a steep slope is not required. It is not necessary to perform the work of cutting and filling. Therefore, it becomes possible to perform safe, reliable and economical digging while preserving the natural environment. Further, when constructing the tunnel entrance from inside the main tunnel, as in the invention of claim 2, if the main tunnel is opened on the slope by the pit tunnel method while performing reinforcement work, the ground and Work can proceed safely while maintaining the stability of the slope.
【００１８】また、請求項３の発明のように、外部に作
業構台や橋台を構築する場合に、作業トンネル及び本坑
トンネルを利用して資材等の搬入出ができるから、安全
で経済的な施工が可能となる。さらに、請求項４の発明
のように、坑口付けと橋台工事等と並行して、地山奥部
への本坑トンネルの掘進を同時に進めることができるか
ら、工期短縮が図れる。Further, when a work gantry or an abutment is constructed outside as in the third aspect of the present invention, materials and the like can be carried in and out using the work tunnel and the main tunnel, so that it is safe and economical. Construction becomes possible. Furthermore, as in the invention of claim 4, the excavation of the main shaft tunnel to the inner part of the ground can be simultaneously advanced in parallel with the pit opening and the abutment construction, so that the construction period can be shortened.
【図１】 本発明の実施形態の施工方法の説明に用いる
平面図である。FIG. 1 is a plan view used for describing a construction method according to an embodiment of the present invention.
【図２】 本発明の実施形態の施工方法の工程説明図
で、（ａ）は側面断面図、（ｂ）は正面から見た断面図
である。FIGS. 2A and 2B are process explanatory views of a construction method according to an embodiment of the present invention, wherein FIG. 2A is a side sectional view, and FIG.
【図３】 図２の次の工程の説明図で、（ａ）は側面断
面図、（ｂ）は正面から見た断面図である。FIGS. 3A and 3B are explanatory views of a process subsequent to FIG. 2, in which FIG. 3A is a side sectional view, and FIG.
【図４】 図３の次の工程の説明図で、（ａ）は側面断
面図、（ｂ）は正面から見た断面図である。FIGS. 4A and 4B are explanatory views of a process subsequent to FIG. 3, wherein FIG. 4A is a side cross-sectional view and FIG.
【図５】 図４の次の工程の説明図で、（ａ）は側面断
面図、（ｂ）は正面から見た断面図である。5A and 5B are explanatory views of the next step of FIG. 4, wherein FIG. 5A is a side sectional view, and FIG. 5B is a sectional view seen from the front.
【図６】 図５の次の工程の説明図で、（ａ）は側面断
面図、（ｂ）は正面から見た断面図である。FIGS. 6A and 6B are explanatory views of the next step of FIG. 5, wherein FIG. 6A is a side sectional view, and FIG.
【図７】 図６の次の工程の説明図で、（ａ）は側面断
面図、（ｂ）は正面から見た断面図である。FIGS. 7A and 7B are explanatory views of a step subsequent to FIG. 6, wherein FIG. 7A is a side sectional view and FIG.
【図８】 図７の次の工程の説明図で、（ａ）は側面断
面図、（ｂ）は平面図である。FIGS. 8A and 8B are explanatory views of a process subsequent to FIG. 7, wherein FIG. 8A is a side sectional view and FIG. 8B is a plan view.
【図９】 図８の次の工程の説明図で、（ａ）は側面断
面図、（ｂ）は平面図である。FIGS. 9A and 9B are explanatory views of the next step of FIG. 8, in which FIG. 9A is a side sectional view and FIG. 9B is a plan view.
【図１０】 図９の次の工程の説明図で、（ａ）は側面
断面図、（ｂ）は平面図である。FIGS. 10A and 10B are explanatory views of the next step of FIG. 9, in which FIG. 10A is a side sectional view and FIG. 10B is a plan view.
【図１１】 図１０の次の工程の説明図で、（ａ）は側
面断面図、（ｂ）は平面図である。FIGS. 11A and 11B are explanatory views of the next step of FIG. 10, wherein FIG. 11A is a side sectional view and FIG. 11B is a plan view.
【図１２】 図１１の次の工程の説明図で、（ａ）は側
面断面図、（ｂ）は平面図である。FIGS. 12A and 12B are explanatory views of the next step of FIG. 11, wherein FIG. 12A is a side sectional view and FIG. 12B is a plan view.
【図１３】 図１２の次の工程の説明図で、（ａ）は側
面断面図、（ｂ）は平面図である。13 is an explanatory view of a step subsequent to FIG. 12, (a) is a side sectional view, and (b) is a plan view. FIG.
【図１４】 従来の施工方向の説明に用いる平面図であ
る。FIG. 14 is a plan view used to explain a conventional construction direction.
１ 斜面 ３ トンネル坑口 ５ 本坑トンネル ６ 現有道路 ８ 作業構台 １１ 作業トンネル ２２ 導坑 ４０ 橋台 DESCRIPTION OF SYMBOLS 1 Slope 3 Tunnel entrance 5 Main tunnel 6 Existing road 8 Working gantry 11 Working tunnel 22 Tunnel 40 Abutment
───────────────────────────────────────────────────── フロントページの続き (72)発明者 木村 厚之 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 ────────────────────────────────────────────────── ─── Continued on the front page (72) Inventor Atsuyuki Kimura 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation
Claims (4)
たり、前記トンネル坑口の施工予定部よりも地山内部側
の本坑トンネル予定線に向かって現有道路から作業トン
ネルを掘削し、本坑トンネル予定線に作業トンネルが交
差したら、その交差位置からトンネル坑口の施工予定部
に向かって本坑トンネルを掘削し、この本坑トンネル内
から前記トンネル坑口の施工を行うことを特徴とする急
峻斜面におけるトンネル坑口の施工方法。When constructing a tunnel entrance on a steep slope, a work tunnel is excavated from an existing road toward a main tunnel planned line on the inner side of the ground than a planned construction site of the tunnel entrance, and a main tunnel is planned. When the work tunnel intersects the line, the main tunnel is excavated from the intersection to the construction site of the tunnel entrance, and the tunnel entrance is constructed from within the main tunnel. Wellhead construction method.
施工するに際し、本坑トンネルの掘削を、トンネル坑口
の施工予定部の手前で一旦止め、その位置から地山及び
斜面の補強工事を行いながら、導坑方式で本坑トンネル
を斜面に開口させて、トンネル坑口を施工することを特
徴とする請求項１記載の急峻斜面におけるトンネル坑口
の施工方法。2. When constructing a tunnel entrance from inside the main tunnel, excavation of the main tunnel is temporarily stopped just before a planned portion of the tunnel entrance, and reinforcement of the ground and the slope is performed from that position. 2. The method according to claim 1, wherein the tunnel tunnel is opened on a slope by a sloping method, and the tunnel entrance is constructed.
後、外部に作業構台を構築し、該作業構台を利用して橋
台を構築することを特徴とする請求項１または２記載の
急峻斜面におけるトンネル坑口の施工方法。3. The steep slope according to claim 1, wherein after the main tunnel is opened to a slope, a work gantry is constructed outside and the abutment is constructed using the work gantry. Construction method of tunnel tunnel entrance.
の本坑トンネルの掘削と同時に、前記交差位置からトン
ネル坑口の施工予定部と反対方向に本坑トンネルを掘削
することを特徴とする請求項１〜３のいずれかに記載の
急峻斜面におけるトンネル坑口の施工方法。4. The main tunnel is excavated from the intersection at the same time as the main tunnel is excavated toward the planned site of the tunnel entrance in a direction opposite to the planned site of the tunnel entrance. Item 5. A method for constructing a tunnel entrance on a steep slope according to any one of Items 1 to 3.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP08698797A JP3787796B2 (en) | 1997-04-04 | 1997-04-04 | Construction method of tunnel wellhead on steep slope |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP08698797A JP3787796B2 (en) | 1997-04-04 | 1997-04-04 | Construction method of tunnel wellhead on steep slope |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10280863A true JPH10280863A (en) | 1998-10-20 |
| JP3787796B2 JP3787796B2 (en) | 2006-06-21 |
Family
ID=13902226
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP08698797A Expired - Fee Related JP3787796B2 (en) | 1997-04-04 | 1997-04-04 | Construction method of tunnel wellhead on steep slope |
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| Country | Link |
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| JP (1) | JP3787796B2 (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010281174A (en) * | 2009-06-08 | 2010-12-16 | Shimizu Corp | Excavation method for proximity twin tunnel |
| CN103774691A (en) * | 2014-02-10 | 2014-05-07 | 朱海涛 | Three types of tunnel transverse traffic tubes and application methods thereof |
| JP2017008568A (en) * | 2015-06-22 | 2017-01-12 | 大成建設株式会社 | Tunnel joint structure and tunnel construction method |
| CN108004913A (en) * | 2018-01-16 | 2018-05-08 | 中交公局第三工程有限公司 | Steep cliff position Bridge-wire fusing time overall structure |
| JP2020159061A (en) * | 2019-03-26 | 2020-10-01 | 株式会社奥村組 | Method for constructing work pit intersection in mountain tunnel construction |
| CN113482630A (en) * | 2021-08-06 | 2021-10-08 | 中铁二局第四工程有限公司 | Pilot construction method applied to small-clear-distance double-hole tunnel |
| CN113832990A (en) * | 2020-06-24 | 2021-12-24 | 中国电建集团华东勘测设计研究院有限公司 | Arrangement structure for rapid excavation and support of giant high slope and construction method thereof |
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| CN102518447B (en) * | 2011-11-17 | 2014-07-30 | 山东盛泉矿业有限公司 | Roadway layout method for controlling roadway floor heave |
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1997
- 1997-04-04 JP JP08698797A patent/JP3787796B2/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010281174A (en) * | 2009-06-08 | 2010-12-16 | Shimizu Corp | Excavation method for proximity twin tunnel |
| CN103774691A (en) * | 2014-02-10 | 2014-05-07 | 朱海涛 | Three types of tunnel transverse traffic tubes and application methods thereof |
| CN103774691B (en) * | 2014-02-10 | 2016-06-15 | 江西省交通设计研究院有限责任公司 | The setting of three kinds of tunnel Lateral Holes and using method thereof |
| JP2017008568A (en) * | 2015-06-22 | 2017-01-12 | 大成建設株式会社 | Tunnel joint structure and tunnel construction method |
| CN108004913A (en) * | 2018-01-16 | 2018-05-08 | 中交公局第三工程有限公司 | Steep cliff position Bridge-wire fusing time overall structure |
| JP2020159061A (en) * | 2019-03-26 | 2020-10-01 | 株式会社奥村組 | Method for constructing work pit intersection in mountain tunnel construction |
| CN113832990A (en) * | 2020-06-24 | 2021-12-24 | 中国电建集团华东勘测设计研究院有限公司 | Arrangement structure for rapid excavation and support of giant high slope and construction method thereof |
| CN113482630A (en) * | 2021-08-06 | 2021-10-08 | 中铁二局第四工程有限公司 | Pilot construction method applied to small-clear-distance double-hole tunnel |
| CN113482630B (en) * | 2021-08-06 | 2024-01-12 | 中铁二局第四工程有限公司 | Advanced pilot pit construction method applied to small-clear-distance double-hole tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3787796B2 (en) | 2006-06-21 |
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