JP2846227B2 - Tunnel excavation method - Google Patents
Tunnel excavation methodInfo
- Publication number
- JP2846227B2 JP2846227B2 JP29869193A JP29869193A JP2846227B2 JP 2846227 B2 JP2846227 B2 JP 2846227B2 JP 29869193 A JP29869193 A JP 29869193A JP 29869193 A JP29869193 A JP 29869193A JP 2846227 B2 JP2846227 B2 JP 2846227B2
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- excavation
- holes
- drilling
- dynamite
- 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.)
- Expired - Fee Related
Links
Landscapes
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Description
【０００１】[0001]
【産業上の利用分野】この発明は、トンネル掘削工法に
関するものであり、特に、既設の坑道を利用し、或は本
坑の掘削に先行して設けた坑道を利用して拡幅し乍らト
ンネルを掘削するようにした工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 tunnel excavation method and, more particularly, to a tunnel excavation method using an existing tunnel or using a tunnel provided prior to excavation of a main well. This is related to a method of excavating a hole.
【０００２】[0002]
【従来の技術】従来の坑道掘削の一例を図４及び図５に
従って説明する。図に於て、所定の坑道１を掘削するに
当つては芯抜２を行い、該芯抜２を中心として一定距離
の半円上に削孔３，３…を一定間隔毎に穿設し、そし
て、該削孔３，３…内にダイナマイトを装薬し、然る
後、該ダイナマイトを発破させて該削孔３，３…近傍の
岩盤を崩し、ずり出しを行って第１段階の拡幅坑道１ａ
を形成し、次いで、該第１段階の拡幅坑道１ａを中心と
して一定距離の半円上に再び削孔３ａ，３ａ…を一定間
隔毎に穿孔し、該削孔３ａ，３ａ…にダイナマイトを装
薬し、然る後、該ダイナマイトを発破させて該削孔３
ａ，３ａ…近傍の岩盤を崩し、ずり出しを行って第２段
階の拡幅坑道１ｂ，１ｂ…を形成し、そして、適宜段数
の工法を順次繰り返して坑道１の軸方向の一定の幅Ｍ及
び、該坑道１の外周方向の距離Ｎを掘削し、次いで、坑
道１の軸方向の次の一定の幅Ｍ，Ｍ…を前記工法によっ
て順次掘削して拡幅し、斯くして、坑道１を完成するの
である。2. Description of the Related Art An example of a conventional tunnel excavation will be described with reference to FIGS. In the figure, a core 2 is drilled to excavate a predetermined tunnel 1, and holes 3, 3,... The dynamite is charged in the drill holes 3, 3..., And then the dynamite is blasted to break the rock near the drill holes 3, 3. Widening tunnel 1a
Are formed again at regular intervals on a semicircle at a fixed distance around the first-stage widening tunnel 1a, and dynamite is mounted on the drilled holes 3a, 3a. After that, the dynamite is blasted to remove the hole 3
a, 3a ... collapse the bedrock near the ground, perform the sliding out to form the second-stage widening tunnels 1b, 1b ..., and repeat the method of the appropriate number of steps sequentially in order to maintain a constant width M in the axial direction of the tunnel 1 Excavating a distance N in the outer circumferential direction of the tunnel 1, and then successively excavating and widening the next constant width M, M... In the axial direction of the tunnel 1, thereby completing the tunnel 1 You do it.
【０００３】[0003]
【発明が解決しようとする課題】上記従来例は前述せる
如きサイクルによって坑道を掘削するので、削孔の段数
が多く、従って発破の段数も多くなって掘削工事の作業
性が良好であるとは言えない。そこで、特に既設の坑道
を利用して拡幅工事を行うとき、該拡幅工事が従来一般
に行われている工法に比し、容易迅速に行うことができ
るようにするために解決せらるべき技術的課題が生じて
くるのであり、本発明は該課題を解決することを目的と
する。In the above-mentioned prior art, since the tunnel is excavated by the cycle as described above, the number of drilling steps is large, and therefore the number of blasting steps is also large, and the workability of excavation work is good. I can not say. Therefore, especially when widening work is performed using an existing tunnel, a technical problem to be solved so that the widening work can be performed easily and promptly as compared with the conventional construction method. The present invention aims to solve the problem.
【０００４】[0004]
【課題を解決するための手段】この発明は上記目的を達
成するために提案せられたものであり、既設の坑道又は
本坑の掘削に先行して設けた坑道の軸方向に交差して、
該坑道の壁面に所定間隔毎に削孔を行い、一方、該削孔
の削孔前又はその後に、本坑の外周に沿い、且つ、前記
削孔間に所定長さの払い孔を並設し、更に、該削孔内に
ダイナマイトを装薬するか或は膨張剤を装填し、次い
で、該ダイナマイトを発破させるか、或は膨張剤の膨張
により該削孔部位の岩盤を崩して拡幅できるようにした
トンネル掘削工法、及び前記削孔は本坑掘削側に向って
傾斜して設けられるトンネル掘削工法を提供するもので
ある。SUMMARY OF THE INVENTION The present invention has been proposed in order to achieve the above object, and has been proposed to intersect in the axial direction of an existing tunnel or a tunnel provided prior to excavation of a main shaft,
Holes are drilled at predetermined intervals on the wall surface of the tunnel, and before or after drilling of the drilling holes, boring holes of a predetermined length are arranged along the outer periphery of the main well and between the drilling holes. Further, dynamite is charged into the borehole or a swelling agent is charged, and then the dynamite is blasted or the rock at the drilling site is broken and expanded by expansion of the swelling agent. The tunnel excavation method and the hole drilling method provided above are provided so as to be inclined toward the excavation side of the main shaft.
【０００５】[0005]
【作用】本発明は発破の自由面を既設の坑道側に設ける
と共に、該坑道の壁面に該坑道の軸方向に交差する方向
に削孔を行うのであるから、該削孔は一般の坑道掘削工
法のサイクルとは無関係に行われる。斯くして、該削孔
は予め坑道の軸方向に長い距離に及んで行うことがで
き、且つ、ロックボルトが打設してある場合に於ても該
ロックボルトは掘削の障害となることなく、更に、本坑
周辺に坑道軸方向に向う払い孔を掘削するので、前記削
孔に装薬されダイナマイトを発破させ、或は膨張剤の膨
張によって該削孔部位の岩盤を崩すとき、余掘部並びに
当り部の出現が少ない。更に、該削孔は本坑掘削側に向
って傾斜して設けてあるので、掘削機の有効長が長くと
れると共に、ダイナマイト等の装填が容易となり、且
つ、発破効率が良好であってトンネル掘削作業が極めて
向上する。In the present invention, a free surface for blasting is provided on the existing tunnel side, and a hole is drilled in the wall surface of the tunnel in a direction intersecting the axial direction of the tunnel. It is performed independently of the construction cycle. In this way, the drilling can be performed over a long distance in the axial direction of the tunnel in advance, and even when the lock bolt is driven, the lock bolt does not hinder the excavation. Further, since a boring hole is formed around the main shaft in the direction of the tunnel shaft, so that dynamite is charged by being charged in the boring hole, or when the rock at the boring site is broken by expansion of an expansive agent, extra excavation is performed. The appearance of the part and the contact part is small. Further, since the drilling is provided to be inclined toward the main mine excavation side, the effective length of the excavator can be long, the loading of dynamite and the like becomes easy, and the blasting efficiency is good, and the tunnel excavation is excellent. Work is greatly improved.
【０００６】[0006]
【実施例】以下、本発明の一実施例を図１乃至図３に従
って詳述する。図に於て１０は既設の坑道である。又、
該既設の坑道１０に代え、予め本坑の掘削に先行して該
坑道を設けてもよい。該既設の坑道１０は拡幅されて大
径の坑道１０ａが形成されるものとする。而して、該既
設の坑道１０を利用して拡幅工事を行うとき、該既設の
坑道１０の軸方向に交差して該既設の坑道１０の拡幅せ
らるべき壁面の周方向に略所定間隔Ｒ毎に削孔１１，１
１…を穿設する。而も、該削孔１１，１１…は該既設の
坑道１０の軸方向に略所定間隔Ｒａ毎に相当の距離に及
んで予め穿孔しておく。該穿孔作業は小型の穿孔機１２
を用いることができる。更に、該削孔１１，１１…は夫
々前記拡幅せらるべき大径の坑道即ち、本坑１０ａの掘
削側に向って傾斜して設けられる。而して、該傾斜角は
略１５度乃至４５度であることを可とする。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS One embodiment of the present invention will be described below in detail with reference to FIGS. In the figure, reference numeral 10 denotes an existing tunnel. or,
Instead of the existing tunnel 10, the tunnel may be provided in advance prior to excavation of the main shaft. The existing tunnel 10 is widened to form a large-diameter tunnel 10a. Thus, when widening work is performed using the existing tunnel 10, a substantially predetermined interval R in the circumferential direction of the wall surface of the existing tunnel 10 that is to be widened while intersecting the axial direction of the existing tunnel 10. Drilling 11,1 for each
Drill 1 ... .. Are drilled in advance in the axial direction of the existing tunnel 10 over a considerable distance at substantially predetermined intervals Ra. The drilling operation is performed by a small drilling machine 12.
Can be used. Further, the boreholes 11, 11 are each provided to be inclined toward the excavation side of the main shaft 10a, that is, a large-diameter tunnel to be widened. Thus, the inclination angle may be approximately 15 degrees to 45 degrees.
【０００７】又、前記本坑１０ａの外周辺部には、該坑
道１０の軸方向に沿って所定間隔毎に払い孔１３，１３
…を穿孔する。該払い孔１３，１３…の長さは原則とし
てダイナマイト或いは膨張剤を前記削孔１１，１１…に
装填し、そして、発破等による岩盤の崩落相当部位の長
さとする。該払い孔１３，１３…の穿孔機１４は前記削
孔１１，１１…に用いられる小型穿孔機１２よりもやや
大型のものが用いられることが多い。[0007] In addition, in the outer peripheral portion of the main shaft 10a, the piercing holes 13, 13 are provided at predetermined intervals along the axial direction of the shaft 10.
Pierce ... The length of the holes 13, 13,... Is, as a rule, a length corresponding to the collapse of rock due to blasting or the like after loading dynamite or an expanding agent into the holes 11, 11,. The drilling machine 14 for the boring holes 13, 13,... Is often slightly larger than the small drilling machine 12 used for the drilling holes 11, 11,.
【０００８】又、前記払い孔１３，１３…は余掘りを低
減するために、略円形の穿孔の左右にスリット状の穿孔
を形成して指向性のある穿孔とすれば、前記発破又は膨
張剤の膨張によって周辺岩盤が崩落するとき、該払い孔
１３，１３…面にて該岩盤がカットされた状態となり、
依って、該払い孔１３，１３…部位の余掘りが著しく低
減する。又、該払い孔１３，１３…にも装薬される場合
があるが、この場合は、該払い孔１３，１３…間に穿孔
を設けるを可とする。The blast holes 13, 13... Are formed by forming slit-shaped perforations on the left and right sides of a substantially circular perforation to reduce the amount of excavation so as to provide a directional perforation. When the surrounding rock collapses due to the expansion of the rock, the rock is cut at the piercing holes 13, 13,.
Therefore, the excavation of the holes 13, 13,... Is significantly reduced. There is also a case in which the payout holes 13, 13 ... are charged. In this case, a perforation may be provided between the payout holes 13, 13 ....
【０００９】又、前記払い孔１３，１３…は図２に示す
如く、発破等によって崩れる岩盤の軸方向の長さ毎に穿
孔されると共に、前記削孔１１，１１…にも該払い孔１
３，１３…の軸方向の長さ相当部分毎にダイナマイト等
が充填されて発破され、そして、ずり１５，１５…が搬
出され乍ら順次該工法が進められるのである。このと
き、該ずり１５は殆ど直下に落下して飛散することな
く、積込み効率が良好となる。As shown in FIG. 2, the boring holes 13, 13,... Are bored at every axial length of the rock which collapses due to blasting or the like, and the boring holes 1, 13,.
Dynamite or the like is filled in each portion corresponding to the axial length of 3, 13,... And blasted. Then, while the shears 15, 15,. At this time, the shear 15 falls almost directly below and does not scatter, thereby improving the loading efficiency.
【００１０】尚、図２に於て１６は一次支保を示し、１
７はロックボルトを示す。この発明の一実施例は上述せ
る如き工法に係るから、例えば発破の自由面は主として
既設の坑道１０側に設けられるので、掘削せらるべき部
位の岩盤は既設の坑道１０の底盤上に直接に崩落するこ
ととなり、依って、ずり１５，１５…の搬出作業が容易
となる。更に、既設の坑道１０にロックボルト１７，１
７…が打設されている場合は、従来の工法に於ては、該
ロックボルト１７，１７…が掘削の障害となっていた
が、本発明の工法による掘削には該ロックボルトは全く
支障を来すことはない。In FIG. 2, reference numeral 16 denotes a primary support,
Reference numeral 7 denotes a lock bolt. Since one embodiment of the present invention relates to the construction method as described above, for example, since the free surface for blasting is mainly provided on the existing tunnel 10 side, the rock to be excavated is directly on the bottom of the existing tunnel 10. .., And the work of carrying out the shears 15, 15,... Becomes easy. Further, the lock bolts 17 and 1 are connected to the existing tunnel 10.
In the conventional method, the lock bolts 17, 17 ... hinder the excavation when the 7 is cast. However, the lock bolts 17 do not hinder the excavation by the method of the present invention. Never come.
【００１１】又、削孔１１，１１…は一般の坑道の掘削
時に於けるサイクルとは無関係に行われ、且つ、既設の
坑道１０を利用するので、事前に穿設することが可能と
なり、依って、既設の坑道１０の軸方向に予め長い距離
に及んで穿設しておくことができる。斯くして、坑道１
０の拡幅作業が極めて容易迅速に行われる。尚、本発明
は、本発明の精神を逸脱しない限り種々の改変を為すこ
とができ、そして、本発明が該改変されたものに及ぶこ
とは当然である。Are drilled independently of the cycle of excavating a general tunnel, and because the existing tunnel 10 is used, it is possible to pre-drill the holes. Thus, it is possible to previously drill a long distance in the axial direction of the existing tunnel 10. Thus, tunnel 1
The widening operation of 0 is performed very easily and quickly. The present invention can be variously modified without departing from the spirit of the present invention, and it goes without saying that the present invention extends to the modified ones.
【００１２】[0012]
【発明の効果】この発明は上記一実施例にて詳述せる如
く、既設の坑道又は本坑の掘削に先行して設けた坑道を
利用し、そして、該既設の坑道を発破の自由面としたた
め、一般の坑道掘削のサイクルとは無関係に発破又は膨
張剤用の削孔を行うことが可能となる。従って、該削孔
は該既設の坑道の軸方向に予め長い距離に及んで穿孔し
ておくことができ、依って、該削孔作業が従来例に比し
極めて容易迅速に行われ、更に、ロックボルトが打設し
てあっても該ロックボルトは前記削孔作業に支障を来す
ことなく、且つ、払い孔によって余掘りも著しく低減
し、依って、トンネル掘削の作業性が従来例に比し著し
く向上する等、正に諸種の著大なる効果を奏する発明で
ある。As will be described in detail in the above embodiment, the present invention utilizes an existing tunnel or a tunnel provided prior to the excavation of a main shaft, and uses the existing tunnel as a free surface for blasting. Therefore, it is possible to perform blasting or drilling for an expansive agent regardless of a general tunnel excavation cycle. Therefore, the drilling can be performed in advance in a long distance in the axial direction of the existing tunnel, so that the drilling operation can be performed extremely easily and quickly as compared with the conventional example. Even if the lock bolt is cast, the lock bolt does not hinder the drilling operation, and the excavation is significantly reduced by the boring hole. This is an invention which has various kinds of remarkable effects such as remarkable improvement.
【図１】本発明の一実施例を示し、その正面図。FIG. 1 is a front view showing an embodiment of the present invention.
【図２】図１のＡ−Ａ線断面図。FIG. 2 is a sectional view taken along line AA of FIG.
【図３】穿孔機によって削孔及び払い孔を穿孔している
状態を示す縦断側面図。FIG. 3 is a vertical sectional side view showing a state in which a boring machine is drilling a hole and a boring hole.
【図４】従来例の正面図。FIG. 4 is a front view of a conventional example.
【図５】図４のＢ−Ｂ線断面図。FIG. 5 is a sectional view taken along line BB of FIG. 4;
１０ 既設の坑道 １０ａ 拡幅された大径の坑道（本坑） １１ 削孔 １３ 払い孔 10 Existing tunnel 10a Large-diameter tunnel widened (main tunnel) 11 Drilling hole 13
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平５−231087（ＪＰ，Ａ) 特開 平４−70495（ＪＰ，Ａ) 特開 昭51−8737（ＪＰ，Ａ) 特開 平２−136491（ＪＰ，Ａ) 特許137209（ＪＰ，Ｃ２) (58)調査した分野(Int.Cl.6，ＤＢ名) E21D 9/00──────────────────────────────────────────────────続 き Continuation of the front page (56) References JP-A-5-231087 (JP, A) JP-A-4-70495 (JP, A) JP-A-51-8737 (JP, A) JP-A-2- 136491 (JP, A) Patent 137209 (JP, C2) (58) Fields investigated (Int. Cl. 6 , DB name) E21D 9/00
Claims (2)
けた坑道の軸方向に交差して、該坑道の壁面に所定間隔
毎に削孔を行い、一方、該削孔の削孔前又はその後に、
本坑の外周に沿い、且つ、前記削孔間に所定長さの払い
孔を並設し、更に、該削孔内にダイナマイトを装薬する
か或は膨張剤を装填し、次いで、該ダイナマイトを発破
させるか、或は膨張剤の膨張により該削孔部位の岩盤を
崩して拡幅できるようにしたことを特徴とするトンネル
掘削工法。1. A borehole is formed at predetermined intervals on a wall surface of an existing tunnel or a tunnel provided prior to excavation of a main tunnel, at predetermined intervals. Before or after
A perforated hole having a predetermined length is provided along the outer periphery of the main shaft and between the drilled holes, and dynamite is charged or an expanding agent is charged in the drilled hole, and then the dynamite is charged. A tunnel excavation method characterized by blasting or expanding a rock at the drilled portion by expanding an expanding agent to expand the rock.
設けられることを特徴とする請求項１記載のトンネル掘
削工法。2. The tunnel excavation method according to claim 1, wherein the borehole is provided to be inclined toward a main mine excavation side.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP29869193A JP2846227B2 (en) | 1993-11-29 | 1993-11-29 | Tunnel excavation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP29869193A JP2846227B2 (en) | 1993-11-29 | 1993-11-29 | Tunnel excavation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH07150885A JPH07150885A (en) | 1995-06-13 |
| JP2846227B2 true JP2846227B2 (en) | 1999-01-13 |
Family
ID=17863040
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP29869193A Expired - Fee Related JP2846227B2 (en) | 1993-11-29 | 1993-11-29 | Tunnel excavation method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2846227B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2005095758A1 (en) * | 2004-03-31 | 2005-10-13 | Kumagai Gumi Co., Ltd. | Discharge crushing method for crushing object to be crushed, method of excavating horizontal tunnel using discharge crushing method, and method of excavating vertical shaft |
| JP2005313149A (en) * | 2004-03-31 | 2005-11-10 | Kumagai Gumi Co Ltd | Discharge crushing method |
| CN110924958A (en) * | 2019-10-25 | 2020-03-27 | 中交第二公路勘察设计研究院有限公司 | Method for treating main tunnel door closing collapse by using service tunnel |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4780473B2 (en) * | 2007-07-02 | 2011-09-28 | 清水建設株式会社 | Tunnel construction method |
-
1993
- 1993-11-29 JP JP29869193A patent/JP2846227B2/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2005095758A1 (en) * | 2004-03-31 | 2005-10-13 | Kumagai Gumi Co., Ltd. | Discharge crushing method for crushing object to be crushed, method of excavating horizontal tunnel using discharge crushing method, and method of excavating vertical shaft |
| JP2005313149A (en) * | 2004-03-31 | 2005-11-10 | Kumagai Gumi Co Ltd | Discharge crushing method |
| JP4727256B2 (en) * | 2004-03-31 | 2011-07-20 | 株式会社熊谷組 | Electric discharge crushing method |
| CN110924958A (en) * | 2019-10-25 | 2020-03-27 | 中交第二公路勘察设计研究院有限公司 | Method for treating main tunnel door closing collapse by using service tunnel |
| CN110924958B (en) * | 2019-10-25 | 2021-05-28 | 中交第二公路勘察设计研究院有限公司 | Method for treating main tunnel door closing collapse by using service tunnel |
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| JPH07150885A (en) | 1995-06-13 |
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