JPH03262894A - Tunnel face stabilization work method - Google Patents
Tunnel face stabilization work methodInfo
- Publication number
- JPH03262894A JPH03262894A JP6124390A JP6124390A JPH03262894A JP H03262894 A JPH03262894 A JP H03262894A JP 6124390 A JP6124390 A JP 6124390A JP 6124390 A JP6124390 A JP 6124390A JP H03262894 A JPH03262894 A JP H03262894A
- Authority
- JP
- Japan
- Prior art keywords
- liquid chemical
- face
- pipe
- chemical
- injection
- 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 11
- 230000006641 stabilisation Effects 0.000 title description 2
- 238000011105 stabilization Methods 0.000 title description 2
- 239000000126 substance Substances 0.000 claims abstract description 60
- 238000002347 injection Methods 0.000 claims abstract description 47
- 239000007924 injection Substances 0.000 claims abstract description 47
- 239000007788 liquid Substances 0.000 claims abstract description 20
- 238000009412 basement excavation Methods 0.000 claims description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 9
- 230000000087 stabilizing effect Effects 0.000 claims description 4
- 239000000203 mixture Substances 0.000 abstract description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 abstract 2
- 230000015556 catabolic process Effects 0.000 abstract 2
- 238000013019 agitation Methods 0.000 abstract 1
- 229910052742 iron Inorganic materials 0.000 abstract 1
- 239000000463 material Substances 0.000 abstract 1
- 230000002265 prevention Effects 0.000 abstract 1
- 230000002787 reinforcement Effects 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 15
- 238000005553 drilling Methods 0.000 description 7
- 239000000243 solution Substances 0.000 description 7
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 238000007796 conventional method Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000003814 drug Substances 0.000 description 1
- 229940079593 drug Drugs 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は隨道工事やシールド工事において、砂質土を主
とした切羽の掘削作業に際し、切羽の崩壊や天端の崩落
を防止するための、トンネル切羽の安定工法に係るもの
である。[Detailed Description of the Invention] (Industrial Application Field) The present invention is used to prevent the collapse of the face and the collapse of the top when excavating the face, which is mainly made of sandy soil, in tunnel construction and shield construction. This relates to a method of stabilizing the tunnel face.
（従来の技術）
従来この種のトンネル切羽の安定工法として、トンネル
孔（ａ）内より放射状に外周地山内に掘削機（ｂ）によ
って掘削方向に対して斜め方向に削孔し、（第８図及び
第１１図参照）次いで前記掘削ＩＩ （ｂ）による切羽
削孔部（Ｃ）に鋼製パイプ（イ）を挿入し、（第９図及
び第１２図参照）前記パイプ（ｄ）に設けた注入口より
地盤改良薬液注入装置（ｅ）を介して切羽掘削部外周に
地盤改良薬液（ｆ）を注入するパイプルーフ工法が適用
されている。（第１０図及び第１３図並に第１４図参照
）
なお第１５図及び第１６図は他の従来工法として薬液注
入工法による切羽の状態を示すものである。(Prior art) Conventionally, as a stable construction method for this type of tunnel face, holes are drilled radially from inside the tunnel hole (a) into the outer surrounding ground using an excavator (b) in a diagonal direction with respect to the excavation direction. (see Fig. 9 and Fig. 11) Next, insert the steel pipe (a) into the face hole (C) formed by the excavation II (b), and (see Fig. 9 and Fig. 12) insert the steel pipe (a) into the pipe (d). A pipe roof construction method is used in which a soil improvement chemical solution (f) is injected into the outer periphery of the excavated face portion through a soil improvement chemical solution injection device (e) from an injection port. (See Figures 10, 13, and 14.) Figures 15 and 16 show the state of a face formed by a chemical injection method as another conventional construction method.
図中（８）は切羽、（ロ）はトンネル孔（ａ）のモルタ
ル吹付層である。In the figure, (8) is the face, and (b) is the sprayed mortar layer of the tunnel hole (a).
（発明が解決しようとする課題）
前記従来のパイプルーフ工法は、切羽に指向して鋼製パ
イプが斜方向に打込まれるので、同パイプの先端に至る
に伴ってパイプ間隔が大きくなるため、鋼製パイプの打
設間隔が重要な要素であり、先＃Ａ薬液注入範囲を考慮
して注入間隔を決めるため、手前側では無駄な薬液を注
入することとなり、不経済であり、且つ余分な手間を要
した。また前記従来の薬液注入工法においては、薬液の
過不足が生じ、確実性に不安があった。(Problems to be Solved by the Invention) In the conventional pipe roof construction method, the steel pipes are driven in an oblique direction toward the face, so the spacing between the pipes increases as it reaches the tip of the pipe. The spacing between steel pipes is an important factor, and since the injection interval is determined by taking into account the range of #A chemical injection, unnecessary chemical liquid will be injected on the front side, which is uneconomical and unnecessary. It took a lot of effort. In addition, in the conventional chemical injection method, there was a problem with the reliability of the chemical because there was an excess or shortage of the chemical.
本発明は前記従来工法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、従来工法より薬液注入
量が少なく、しかもより効果的に切羽の崩壊や天端の崩
落を防止するトンネル切羽の安定工法を提供する点にあ
る。The present invention was proposed in view of the problems of the conventional construction method, and its purpose is to reduce the amount of chemical injection than the conventional construction method, and to more effectively prevent the collapse of the face and the top. The purpose of this invention is to provide a stable construction method for tunnel faces.
（！！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
の安定工法によれば、***工事やシールド工事における
切羽の掘削作業において、掘削孔の外周に沿って放射状
に、掘削方向に対して斜め方向に削孔するとともに、同
各掘削部に、上下及び左右の３方向に薬液注入口が配設
された地盤改良薬液注入パイプを挿入し、前記削孔部の
外周地盤に前記各注入口より薬液を高圧噴射しながら引
抜いて前記外周地盤内に逆Ｔ形の薬液注入改良層を放射
状に造成するとともに、同逆Ｔ形の薬液性゛ 入改良層
内にその硬化前に補強筋材を挿入するものである。(!!Means for Solving the Problem) In order to achieve the above object, according to the method for stabilizing a tunnel face according to the present invention, in tunnel face excavation work in shade tunnel construction or shield construction, along the outer periphery of the excavation hole. Holes are drilled radially diagonally to the excavation direction, and ground improvement chemical injection pipes with chemical injection ports arranged in three directions (up, down, left and right) are inserted into each of the excavated parts. A chemical solution is injected at high pressure into the outer circumferential ground of the area and pulled out from each of the injection ports to create an inverted T-shaped chemical injection improvement layer radially within the outer circumferential ground, and an inverted T-shaped chemical solution injection improvement layer is also formed inside the inverted T-shaped improvement layer. Reinforcing bars are inserted into the steel before it hardens.
（作用）
本発明によれば前記したように、トンネル切羽の掘削孔
の外周に沿って放射状に掘削方向と斜め方向に掘削した
削孔部に挿入された地盤改良薬液注入パイプより切羽に
、同パイプの上下及び左右の３方向に配設された薬液注
入口から地盤改良薬液を噴射注入することによって、同
地山内に従来の円形断面より力学的に有利な逆Ｔ形断面
形の地盤改良薬液注入改良層が順続して形威され、切羽
が効果的に補強される。(Function) According to the present invention, as described above, a soil improvement chemical solution injection pipe inserted into a hole drilled radially along the outer periphery of the tunnel face in a direction diagonal to the excavation direction is used to inject the same into the tunnel face. By injecting soil improvement chemicals from the chemical injection ports arranged in three directions (up, down, left and right) of the pipe, we can create a ground improvement chemical with an inverted T-shaped cross section, which is mechanically more advantageous than the conventional circular cross section, into the same ground. The injection improvement layers are successively shaped, effectively reinforcing the face.
しかも本発明によれば前記地盤改良薬液注入改良層にそ
の硬化前に鉄筋、単管パイプ等の補強筋材が挿入される
ことによって引張強度が増大され、トンネル切羽の安定
化が図られる。Furthermore, according to the present invention, reinforcing bars such as reinforcing bars and single pipes are inserted into the ground improvement chemical injection improvement layer before it hardens, thereby increasing the tensile strength and stabilizing the tunnel face.
（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.
トンネル穴（１）内より地盤に応してウォータージェッ
ト、ボーリングマシン、オーガー等の削孔機械（２）に
よって切羽（３）前方を５〜ｌＯ°の角度で長さ３ｍ程
度に削孔する。（第１図参照）
図中（４）は削孔１ｍ 械（２）の支持用Ｈ形鋼である
。From inside the tunnel hole (1), a hole of about 3 m in length is drilled in front of the face (3) at an angle of 5 to 10° using a drilling machine (2) such as a water jet, a boring machine, or an auger depending on the ground. (See Figure 1) In the figure, (4) is the H-shaped steel for supporting the 1m hole drilling machine (2).
かくしてトンネル穴（１）外周部に放射状に設けられた
削孔部（５）に、地盤改良薬液注入装置に接続された薬
液注入パイプ（６）を挿入する。（第２図参照）通常は
削孔後、前記削孔機械（２）のロンドをそのまま薬液注
入パイプに転用する。In this manner, a chemical injection pipe (6) connected to a soil improvement chemical injection device is inserted into the drilled holes (5) provided radially around the outer circumference of the tunnel hole (1). (See Figure 2) After drilling, the rond of the drilling machine (2) is usually used as a chemical injection pipe.
前記薬液注入パイプ（６）には、第６図に示すように、
同パイプ（６）の中心軸線に対して互いにほぼ直交する
３方向に幕液注入口（７）が配設されている。As shown in FIG. 6, the drug solution injection pipe (6) includes:
Curtain liquid inlets (7) are arranged in three directions substantially orthogonal to each other with respect to the central axis of the pipe (6).
次いで、同注入パイプ（６）を所定の速度で引抜きなが
ら所定量の地盤改良薬液、例えば水ガラスとセメントミ
ルクとの混合液を２００〜４００ｋｇｆ／ｃｊ程度で高
圧噴射して地山を切削し、薬液と撹拌混合する。（第３
図参照）
この際切削能力を向上するためにエアーを低圧で噴射す
る。Next, while pulling out the injection pipe (6) at a predetermined speed, a predetermined amount of a ground improvement chemical, such as a mixture of water glass and cement milk, is injected at high pressure of about 200 to 400 kgf/cj to cut the ground, Stir and mix with the chemical solution. (3rd
(See figure) At this time, air is injected at low pressure to improve cutting ability.
而して前記薬液注入バイブ（６）はその中心軸線に対し
て互いにほぼ直交する３方向に薬液注入口（７）が設け
られているので、同各注入口（７）から地中に噴射され
た薬液は光拡がりの逆Ｔ形断面の固結体よりなる薬液注
入改良層（８）を形威する。Since the chemical liquid injection vibrator (6) is provided with chemical liquid injection ports (7) in three directions substantially orthogonal to each other with respect to its central axis, chemical liquid is injected into the ground from each of the chemical liquid injection ports (7). The chemical liquid formed forms a chemical liquid injection improving layer (8) consisting of a solid body with an inverted T-shaped cross section that spreads light.
而して前記注入パイプ（６）を第３図に示すように一定
の速度で引抜きながら、長さ３ｍ程度の逆Ｔ形断面の薬
液注入改良層（８）を形威したのち、瞬時に鉄筋（９）
または単管バイブを挿入する。While pulling out the injection pipe (6) at a constant speed as shown in Fig. 3, a chemical injection improvement layer (8) with an inverted T-shaped cross section of about 3 m in length is formed, and then the reinforcing steel is instantly removed. (9)
Or insert a single tube vibrator.
更に第４図及び第５図に示すように、トンネル切羽（３
）の上半部１２０°の範囲で前記の工程を反覆して、鉄
筋（９）または単管バイブで補強された逆Ｔ形断面の薬
液注入改良層（８）によるアーチ型の固結層を形威し、
切羽の安定性を保持し、トンネル掘進に伴なう地表の沈
下を防止する。Furthermore, as shown in Figures 4 and 5, the tunnel face (3
) The above process is repeated in the 120° range of the upper half of ) to form an arch-shaped consolidated layer made of a chemical injection improvement layer (8) with an inverted T-shaped cross section reinforced with reinforcing bars (9) or a single tube vibrator. Prestigious,
Maintains the stability of the face and prevents subsidence of the ground surface due to tunnel excavation.
なお第４図中（１′）は次位の掘削部を示す。Note that (1') in Figure 4 shows the next excavation part.
（発明の効果）
本発明によれば前記したように、***工事やシールド工
事における切羽の掘削作業において、掘削孔の外周に沿
って放射状に掘削方向に対して斜め方向に削孔し、同各
削孔部に、中心軸線に対して上下及び左右の３方向に薬
液注入口が配設された地盤改良薬液注入パイプを挿入し
て削孔部外用地盤に前記各注入口より地盤改良薬液を高
圧噴射しながら引抜いて、同外周地盤内に逆Ｔ形の薬液
注入改良層を放射状に造成するとともに、同薬液注入改
良層内にその硬化前に補強筋材を挿入して、削孔部外周
地盤改良薬液層を造成することによって、切羽の崩壊や
天端の崩落を防止するものである。(Effects of the Invention) According to the present invention, as described above, in the excavation work of the face in tunnel construction or shield construction, the holes are drilled radially along the outer periphery of the excavation hole in a diagonal direction with respect to the excavation direction. A soil improvement chemical injection pipe with chemical injection ports arranged in three directions (up, down, left and right with respect to the central axis) is inserted into the drilled hole, and soil improvement chemicals are injected at high pressure into the ground for external use in the drilled area from each injection port. By pulling it out while spraying, an inverted T-shaped chemical injection improvement layer is created radially in the ground around the outer periphery of the hole, and reinforcing bars are inserted into the chemical injection improvement layer before it hardens to improve the ground around the drilling area. By creating an improved chemical layer, it prevents the face from collapsing and the crown from collapsing.
また本発明の方法によって外周地盤に造成される逆Ｔ形
断面の薬液注入改良層は前記従来工法において造成され
る円形断面の薬液注入層より力学的に有利であって、従
って前記従来工法に比して地盤改良薬液の注入量が少な
くて済み、同薬液の注入による地山の膨脹の影響が小さ
く、都市型トンネルを施工する場合には、近隣の他の構
築物に対する影響が少ない。Furthermore, the improved chemical injection layer with an inverted T-shaped cross section created on the outer peripheral ground by the method of the present invention is mechanically more advantageous than the chemical injection layer with a circular cross section created by the conventional method, and therefore, compared to the conventional method. As a result, the amount of ground improvement chemicals injected is small, and the influence of expansion of the ground due to the injection of the same chemicals is small, and when constructing urban tunnels, there is little impact on other nearby structures.
更に本発明によれば前記薬液注入改良層に補強筋材が挿
入されることによって引張強度が増大され、トンネル切
羽の安定性がより向上される。Furthermore, according to the present invention, reinforcing bars are inserted into the chemical injection improving layer, thereby increasing the tensile strength and further improving the stability of the tunnel face.
第１図乃至第４図は本発明に係るトンネル切羽の安定工
法の一実施例の工程を示す縦断側面図、第５図は本発明
の方法で施工された切羽の状態を示す縦断側面図、第６
図は施工状況を示す部分拡大縦断正面図、第７図は薬液
注入改良層の縦断正面図、第８図乃至第１０図は従来の
バイプルーフ工法の工程を示す縦断側面図、第１１図及
び第１２図は夫々第１図並に第９図の縦断面図、第１３
図及び第１４図は夫々第１０図の矢視Ｘ−Ｘ図並に矢視
Ｙ−Ｙ図、第１５図は従来の薬液注入工法による切羽の
状態を示す縦断側面図、第１６図は第１５図の矢視２−
２図である。
（１） ・・・トンネル孔、 （２）−・・削孔機械
、（３）−・・切羽、 （５）・・・削孔部、
（６）・・・薬液注入パイプ、（７）・・・薬液注入口
、（８）・・・薬液注入改良層、（９）・・・鉄筋。1 to 4 are longitudinal side views showing the steps of an embodiment of the tunnel face stabilization method according to the present invention, and FIG. 5 is a longitudinal side view showing the state of the tunnel face constructed by the method of the present invention. 6th
The figure is a partially enlarged vertical front view showing the construction situation, Figure 7 is a vertical front view of the chemical injection improvement layer, Figures 8 to 10 are vertical side views showing the steps of the conventional bi-proof construction method, Figures 11 and 10 are Figure 12 is a vertical cross-sectional view of Figure 1 and Figure 9, respectively.
14 and 14 are a view taken along arrows XX and Y-Y in FIG. Arrow view 2- in Figure 15
This is Figure 2. (1)...Tunnel hole, (2)--Drilling machine, (3)--Face, (5)...Drilling part,
(6)...Chemical liquid injection pipe, (7)...Chemical liquid injection port, (8)...Chemical liquid injection improvement layer, (9)...Reinforcing bar.
Claims (1)
において、掘削孔の外周に沿って放射状に、掘削方向に
対して斜め方向に削孔するとともに、同各掘削部に、上
下及び左右の３方向に薬液注入口が配設された地盤改良
薬液注入パイプを挿入し、前記削孔部の外周地盤に前記
各注入口より薬液を高圧噴射しながら引抜いて前記外周
地盤内に逆Ｔ形の薬液注入改良層を放射状に造成すると
ともに、同逆Ｔ形の薬液注入改良層内にその硬化前に補
強筋材を挿入することを特徴とするトンネル切羽の安定
工法。(1) When excavating a face during road clearing work or shield work, holes are drilled radially along the outer periphery of the excavation hole and diagonally to the excavation direction. Insert a soil improvement chemical injection pipe with chemical injection ports arranged in the direction, and pull it out while injecting high-pressure chemical liquid from each injection port into the outer circumferential ground of the hole to inject an inverted T-shaped chemical into the outer circumferential ground. A method for stabilizing a tunnel face, which is characterized by forming injection improvement layers radially and inserting reinforcing bars into the same inverted T-shaped chemical injection improvement layer before it hardens.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6124390A JPH07122392B2 (en) | 1990-03-14 | 1990-03-14 | Stabilization method of tunnel face |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6124390A JPH07122392B2 (en) | 1990-03-14 | 1990-03-14 | Stabilization method of tunnel face |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH03262894A true JPH03262894A (en) | 1991-11-22 |
| JPH07122392B2 JPH07122392B2 (en) | 1995-12-25 |
Family
ID=13165597
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6124390A Expired - Fee Related JPH07122392B2 (en) | 1990-03-14 | 1990-03-14 | Stabilization method of tunnel face |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH07122392B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0640091U (en) * | 1992-10-27 | 1994-05-27 | 日東鐵工株式会社 | Rock bolt for mirror surface reinforcement |
| WO2022058885A1 (en) * | 2020-09-21 | 2022-03-24 | Hypertunnel Ip Limited | Tunnelling shield |
-
1990
- 1990-03-14 JP JP6124390A patent/JPH07122392B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0640091U (en) * | 1992-10-27 | 1994-05-27 | 日東鐵工株式会社 | Rock bolt for mirror surface reinforcement |
| WO2022058885A1 (en) * | 2020-09-21 | 2022-03-24 | Hypertunnel Ip Limited | Tunnelling shield |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH07122392B2 (en) | 1995-12-25 |
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