JPH02101297A - Reinforcing method for tunnel facing front natural ground - Google Patents
Reinforcing method for tunnel facing front natural groundInfo
- Publication number
- JPH02101297A JPH02101297A JP63249023A JP24902388A JPH02101297A JP H02101297 A JPH02101297 A JP H02101297A JP 63249023 A JP63249023 A JP 63249023A JP 24902388 A JP24902388 A JP 24902388A JP H02101297 A JPH02101297 A JP H02101297A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- concrete
- ground
- arch
- slit
- 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
- 238000000034 method Methods 0.000 title claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 title description 6
- 239000004567 concrete Substances 0.000 claims abstract description 28
- 238000009412 basement excavation Methods 0.000 claims description 15
- 230000002787 reinforcement Effects 0.000 claims description 2
- 238000005553 drilling Methods 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 13
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 239000011378 shotcrete Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 239000000853 adhesive Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 210000000056 organ Anatomy 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000012744 reinforcing agent Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は土破りの浅い未固結地山にトンネルを掘削する
場合に適用されるトンネル切羽前方地山の補強工法に係
るものである。DETAILED DESCRIPTION OF THE INVENTION (Industrial Field of Application) The present invention relates to a method for reinforcing the ground in front of a tunnel face, which is applied when a tunnel is excavated in an unconsolidated ground with shallow earth breaks.
（従来の技術）
山岳トンネル工法（ＮＡＴＭ工法）はその適用３域が拡
大するにつれて、地山強度の小さい都市部でも施工され
る例が増加している。(Prior Art) As the application of the mountain tunnel construction method (NATM construction method) expands to three areas, the number of constructions in urban areas where the ground strength is low is increasing.
この場合、切羽の安定性が低いためにトンネルを小さく
分割したり、また地山構造物への影響、即ち地表沈下を
小さく抑えるために各種の補助工法を用いながら施工し
ている。In this case, the tunnel is constructed by dividing it into smaller pieces due to the low stability of the face, and by using various auxiliary construction methods to minimize the impact on the ground structure, that is, ground subsidence.
この補助工法として従来から利用されている技術に、フ
ォアパイリング工法がある。A technique that has been conventionally used as this auxiliary construction method is the forepiling construction method.
この工法は切羽から１０〜３０°の角度で、長さ２〜３
ｍ程度の鉄筋、ロックボルト、あるいは単管バイブを適
当な間隔で削孔して打ち込む工法である。なお必要に応
じて地盤補強剤の注入工法が併用されることがある。This method is used at an angle of 10 to 30 degrees from the face, and a length of 2 to 3
This is a construction method in which reinforcing bars, rock bolts, or single-tube vibrators with a diameter of approximately 1.5 m are drilled and driven at appropriate intervals. In addition, the injection method of soil reinforcing agent may be used in conjunction with the method if necessary.
（発明が解決しようとする課題）
前記従来のフォアバイリング工法では、トンネル横断方
向の連続性がないため、特に粘着性の低い地山や、極度
に揉まれている地山では効果が薄い。(Problems to be Solved by the Invention) The conventional foreby ring construction method described above has no continuity in the cross-tunnel direction, so it is not particularly effective on low-adhesive ground or extremely rolled ground.
また注入式のものは注入材料の地山浸透性、安全性の面
で難点がある。In addition, the injection type has drawbacks in terms of the permeability of the injection material into the ground and safety.
本発明は前記従来技術の有する問題点に鑑みて提案され
たもので、その目的とする処は、トンネル掘削時におけ
る地表沈下の抑止、及び切羽の安定性が向上されるトン
ネル切羽前方地山の補強工法を提供する点にある。The present invention has been proposed in view of the problems of the prior art, and its objectives are to prevent ground subsidence during tunnel excavation, and to improve the stability of the tunnel face by building the ground in front of the tunnel face. The point is that it provides a reinforcement method.
（課題を解決するための手段）
前記の目的を達成するため、本発明に係るトンネル切羽
前方地山の補強工法は、切羽におけるトンネルのアーチ
部周辺に、トンネル横断方向及び縦断方向に亘って延び
るスリットを掘削するとともに、同スリット内に速硬性
コンクリートを打設し、以下トンネルの掘削の進行に伴
って前記の工程を反復して、トンネルのアーチ部周辺に
トンネル横断方向及び縦断方向に亘って連続して延びる
薄肉コンクリートアーチシェルを構築することを特徴と
するものである。(Means for Solving the Problems) In order to achieve the above object, the method for reinforcing the ground in front of a tunnel face according to the present invention includes reinforcing the ground in front of a tunnel face, which extends in the tunnel transverse direction and in the longitudinal direction, around the arch part of the tunnel at the face. A slit is excavated, and quick-hardening concrete is poured into the slit.The above process is repeated as the tunnel excavation progresses, and the concrete is placed around the arch of the tunnel in both the transverse and longitudinal directions of the tunnel. It is characterized by constructing a continuous thin-walled concrete arch shell.
（作用）
本発明によれば前記したように、トンネルのアーチ部周
辺に、トンネル横断方向とトンネル縦断方向との両方向
に亘って延びるスリットを切削するとともに、同スリッ
ト内に速硬性コンクリートを打設する工程を、トンネル
の掘進に伴って反復することによって、切羽前方地山が
薄肉のコンクリートアーチシェルによって置換され、前
方地山が補強され、トンネルの掘削による地表面沈下が
抑制され、切羽の安定性が向上される。(Function) According to the present invention, as described above, a slit extending in both the tunnel transverse direction and the tunnel longitudinal direction is cut around the arch portion of the tunnel, and quick-hardening concrete is poured into the slit. By repeating this process as the tunnel is excavated, the ground in front of the face is replaced with a thin concrete arch shell, the ground in front is reinforced, ground surface subsidence due to tunnel excavation is suppressed, and the face is stabilized. performance is improved.
（実施例） 以下本発明を図示の実施例について説明する。(Example) The present invention will be described below with reference to the illustrated embodiments.
（Ａ）はトンネル穴（Ｂ）内に配置された掘削機で、走
行うローラ（１）に載架された車体（２）に旋回自在に
、且つ上下方向に回動自在に装架されたブーム（３）に
、互いに平行な複数のアースオーガー（４）が同アース
オーガー支持部材（４ａ）上に進退動自在に支持され、
（第１図参照）同各アースオーガー（４）の中空回転軸
にはコンクリート供送管（５）が接続され、同回転軸の
先端に設けたノズルよりコンクリートが注入されるよう
に構成されている。(A) is an excavator placed in a tunnel hole (B), and is mounted on a car body (2) mounted on running rollers (1) so as to be able to rotate freely and vertically. A plurality of earth augers (4) parallel to each other are supported on the boom (3) so as to be movable forward and backward on the earth auger support member (4a),
(See Figure 1) A concrete supply pipe (5) is connected to the hollow rotating shaft of each earth auger (4), and concrete is injected from a nozzle provided at the tip of the rotating shaft. There is.
なお前記アースオーガー（４）は例えばアースオーガー
支持部材（４ａ）の両端に装架された駆動輪と従動輪と
の間に架渡された無端帯に取付けられ、同無端帯をｉ環
移動することによって、アースオルガ−（４ンが進退動
されるように構成されている。The earth auger (4) is attached, for example, to an endless band spanned between a driving wheel and a driven wheel mounted on both ends of the earth auger support member (4a), and moves in i-rings on the endless band. Accordingly, the earth organ is configured to move forward and backward.
而して前記アースオーガー（４）を駆動回転するととも
にアースオーガー案内部材（４ａ）上に沿って前進せし
め、切羽前方地山にスリット（６）を掘削し、（第２図
参照）掘削が終了するとアースオーガー（４）を後退さ
せスリット（６）より引抜きなから速硬性のコンクリー
ト（７）を注入する。（第２図参照）図中（Ｃ）はコン
クリ、−ト供給車である。Then, the earth auger (4) is driven to rotate and moved forward along the earth auger guide member (4a) to excavate a slit (6) in the ground in front of the face (see Figure 2), and the excavation is completed. Then, the earth auger (4) is moved back and quickly hardening concrete (7) is poured through the slit (6). (See Figure 2) In the figure, (C) is a concrete supply vehicle.
而して前記ブーム（３）を旋回並に傾動させて前記の工
程をトンネルのアーチ部周辺に順次行ない、同アーチ部
周辺にトンネルの横断方向及び縦断方向に亘って連続し
て設けられたスリットに前記コンクリートが注入充填さ
れた薄肉のコンクリートアーチシェル（Ｄ）を施工する
。Then, the boom (3) is rotated and tilted to sequentially perform the above steps around the arch part of the tunnel, and a slit is continuously provided around the arch part in the transverse and longitudinal directions of the tunnel. A thin concrete arch shell (D) filled with the concrete is constructed.
第７図はこのコンクリートアーチシェルＣＤ）の施工順
序を示し、所定間隔毎に施工された相隣るシェル部（ｄ
）に、その中間に施工されるシェル部（ｄ′）の端部が
一部オーバーラップするように施工される。（第８図参
照）
かくして切羽におけるトンネルのアーチ部周辺に、トン
ネルの横断方向及び縦断方向に亘って連続して延び、且
つ先行する薄肉のコンクリートアーチシェル（Ｄ）の先
端部下面に、その後端部が一部重合する薄肉のコンクリ
ートアーチシェル（Ｄ）によるプレライニングを施工し
たのち、切羽の１スパン分の掘削を行なう。Figure 7 shows the construction order of this concrete arch shell (CD), with adjacent shell parts (d) constructed at predetermined intervals.
), and the ends of the shell part (d') constructed in the middle thereof are constructed so as to partially overlap. (Refer to Fig. 8) Thus, around the arch part of the tunnel in the face, it extends continuously in the transverse and longitudinal directions of the tunnel, and is attached to the lower surface of the tip of the leading thin concrete arch shell (D), and the rear end of the thin concrete arch shell (D). After pre-lining with a thin concrete arch shell (D) that partially overlaps, excavation for one span of the face is carried out.
この掘削はバックホウ（Ｉりによる機械掘削を主体とす
るが、上半側壁部は、一部人力によって掘削される。更
に前記プレライニングの内側には鋼製支保工が設置され
るが、プレライニングがトンネル袖方向に傾斜している
ので、曲率の異なる２種類の鋼製支保工（８ａ） （８
ｂ）が交互に建込まれる。This excavation is mainly carried out by mechanical excavation using a backhoe, but the upper half side wall is partially excavated manually.Furthermore, steel shoring is installed inside the pre-lining, but the pre-lining is inclined toward the tunnel sleeve, so two types of steel shoring (8a) (8a) with different curvatures are used.
b) are built alternately.
しかるのち吹付コンクリート（９）が被覆される。この
際、同吹付コンクリート（９）は防水シート施工の関係
上、支保工内側縁まで施工される。（第３図参照）
次いで第４図に示すように更に１スパンの掘削を行ない
、次いで前記同様にして次のスパンのプレライニングを
行なう。（第５図参照）以下前記工程を反復してトンネ
ルを掘進するものである。It is then covered with shotcrete (9). At this time, the shotcrete (9) is applied up to the inner edge of the shoring due to the construction of the waterproof sheet. (See FIG. 3) Then, as shown in FIG. 4, one more span is excavated, and then the next span is pre-lined in the same manner as described above. (See Fig. 5) The above steps are repeated to excavate the tunnel.
なお第９図及び第１Ｏ図は前記掘削機（Ａ）におけるア
ースオーガー（４）のガイド支保工を示し、前記アース
オーガー支持部材（４ａ）を支承するアーチ型ガイド部
材（１０）が、トンネル穴両側壁下部においてトンネル
軸方向に亘って配設されたブラケット（１１）上に移動
自在に搭載され、掘削の進行に伴って前記ガイド部材（
１０）がトンネル軸方向に移動するとともに、同部材（
１０）に沿ってアースオーガー支持部材（４ａ）が移動
するように構成されている。In addition, FIG. 9 and FIG. 1O show the guide support for the earth auger (4) in the excavator (A), and the arch-shaped guide member (10) supporting the earth auger support member (4a) is installed in the tunnel hole. The guide member (11) is movably mounted on a bracket (11) disposed in the tunnel axial direction at the lower part of both side walls, and as excavation progresses, the guide member (
10) moves in the tunnel axis direction, and the same member (
10), the earth auger support member (4a) is configured to move along the earth auger support member (4a).
このように図示の実施例に示す方法によれば、トンネル
アーチ部周辺にトンネル横断方向及び縦断方向に亘って
連続した薄肉のコンクリートアーチシェル（Ｄ）が構築
されることによって、トンネル掘削に伴なう地表面の沈
下が抑制され、切羽の安定性が向上される。As described above, according to the method shown in the illustrated embodiment, a thin concrete arch shell (D) that is continuous in the tunnel transverse direction and longitudinal direction is constructed around the tunnel arch portion, so that it is possible to reduce the damage caused by tunnel excavation. Subsidence of the ground surface is suppressed and the stability of the face is improved.
また前記掘削機（Ａ）は同機に装架された互いに平行な
複数のアースオーガー（４）によって切羽の平滑な掘削
が行なわれ、応力の集中が小さく、支保工の軽減が図ら
れる。In addition, the excavator (A) has a plurality of parallel earth augers (4) mounted on the excavator (A) to perform smooth excavation of the face, reducing stress concentration and reducing the need for shoring.
更に前記掘削機（Ａ）の使用の仕方によって、任意断面
のトンネル施工が可能となる。Furthermore, depending on how the excavator (A) is used, it is possible to construct a tunnel with an arbitrary cross section.
なお第６図に示すように、本方法によって施工されたト
ンネルアーチ部周辺のプレライニング施工範囲を除くト
ンネル両側壁部は、吹付コンクリ−） （Ｆ）によって
被覆される。As shown in FIG. 6, both side walls of the tunnel, except for the pre-lining area around the tunnel arch constructed by this method, are covered with sprayed concrete (F).
（発明の効果）
本発明によれば前記したように、切羽におけるトンネル
のアーチ部周辺に、トンネル横断方向及び縦断方向に亘
って延びるスリットを切削するとともに同スリット内に
速硬性コンクリートを打設し、前記の工程をトンネル掘
削の進行に伴って反復して、トンネル横断方向及び縦断
方向に亘って連続して延びる薄肉のコンクリートアーチ
シェルを構築することによって、同シェルによって切羽
前方地山が補強され、トンネル掘削による地表面の沈下
が抑制され、特に前記スリット切削後、直ちに速硬性コ
ンクリートが充填されるので、掘削後の地山解放時間が
短かく、三軸状態が継続されることによって、地山の変
位が小さく、地表沈下抑制効果が発揮される。(Effects of the Invention) According to the present invention, as described above, a slit extending in the tunnel transverse direction and longitudinal direction is cut around the arch portion of the tunnel at the face, and quick hardening concrete is poured into the slit. By repeating the above process as tunnel excavation progresses to construct a thin concrete arch shell that extends continuously in the tunnel transverse and longitudinal directions, the ground in front of the face is reinforced by the shell. , subsidence of the ground surface due to tunnel excavation is suppressed, and in particular, since the quick-hardening concrete is filled immediately after cutting the slit, the time for releasing the ground after excavation is short, and the triaxial state continues, which improves the ground surface stability. The displacement of the mountain is small, and the effect of suppressing ground subsidence is demonstrated.
またトンネル掘削作業が予め施工された薄肉のコンクリ
ートアーチシェルの中で行なわれるので、切羽の安定性
が高く、安定性が確保される。Furthermore, since the tunnel excavation work is carried out in a thin concrete arch shell that has been constructed in advance, the stability of the face is high and stability is ensured.
更にこのように切羽の安定性が向上することによって、
大断面のトンネル掘削が可能となり、工期が縮減され、
工費が節減される。Furthermore, by improving the stability of the face in this way,
It becomes possible to excavate tunnels with large cross sections, reducing the construction period.
Construction costs are reduced.
第１図乃至第５図は本発明に係るトンネル切羽前方地山
の補強工法の一実施例の工程を示す縦断側面図、第６図
は第１図の縦断正面図、第７図は薄肉のコンクリートア
ーチシェルの施工順序を示す説明図、第８図は第７図の
部分■の詳細図、第９図は掘削機のアースオーガー支持
部材のガイド支保工を示す縦断側面図、第１０図はその
縦断正面図である。
（Ａ）−・掘削機、
（Ｄ） ・コンクリートアーチシェル、（４） ア
ースオーガー （６）−スリット、（７）−コンクリ
ート。
代理人 弁理士 岡 本 重 文
外２名1 to 5 are vertical side views showing the steps of an embodiment of the method for reinforcing the ground in front of a tunnel face according to the present invention, FIG. 6 is a vertical front view of FIG. 1, and FIG. 7 is a thin-walled An explanatory drawing showing the construction order of the concrete arch shell, Fig. 8 is a detailed view of part ① in Fig. 7, Fig. 9 is a vertical cross-sectional side view showing the guide shoring of the earth auger support member of the excavator, and Fig. 10 is It is a vertical front view of the same. (A) - Excavator, (D) - Concrete arch shell, (4) Earth auger, (6) - Slit, (7) - Concrete. Agent: Patent attorney: Shige Okamoto (2 persons)
Claims (1)
方向及び縦断方向に亘って延びるスリットを掘削すると
ともに、同スリット内に速硬性コンクリートを打設し、
以下トンネルの掘削の進行に伴って前記の工程を反復し
て、トンネルのアーチ部周辺にトンネル横断方向及び縦
断方向に亘って連続して延びる薄肉コンクリートアーチ
シェルを構築することを特徴とするトンネル切羽前方地
山の補強工法。A slit extending in both the tunnel transverse and longitudinal directions is excavated around the tunnel arch at the face, and quick-hardening concrete is poured into the slit.
A tunnel face characterized in that the above steps are repeated as tunnel excavation progresses to construct a thin concrete arch shell that extends continuously in the tunnel transverse direction and longitudinal direction around the arch portion of the tunnel. Reinforcement method for front ground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63249023A JPH06100079B2 (en) | 1988-10-04 | 1988-10-04 | Tunnel excavation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63249023A JPH06100079B2 (en) | 1988-10-04 | 1988-10-04 | Tunnel excavation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH02101297A true JPH02101297A (en) | 1990-04-13 |
| JPH06100079B2 JPH06100079B2 (en) | 1994-12-12 |
Family
ID=17186860
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63249023A Expired - Lifetime JPH06100079B2 (en) | 1988-10-04 | 1988-10-04 | Tunnel excavation method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH06100079B2 (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58110797A (en) * | 1981-12-22 | 1983-07-01 | 鉄建建設株式会社 | Method of excavation construction of tunnel making primary covering precede |
| JPS6019897A (en) * | 1983-07-11 | 1985-02-01 | 株式会社奥村組 | Thin wall coating method and apparatus of tunnel |
-
1988
- 1988-10-04 JP JP63249023A patent/JPH06100079B2/en not_active Expired - Lifetime
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58110797A (en) * | 1981-12-22 | 1983-07-01 | 鉄建建設株式会社 | Method of excavation construction of tunnel making primary covering precede |
| JPS6019897A (en) * | 1983-07-11 | 1985-02-01 | 株式会社奥村組 | Thin wall coating method and apparatus of tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH06100079B2 (en) | 1994-12-12 |
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