JPS6229597B2 - - Google Patents
Info
- Publication number
- JPS6229597B2 JPS6229597B2 JP19160181A JP19160181A JPS6229597B2 JP S6229597 B2 JPS6229597 B2 JP S6229597B2 JP 19160181 A JP19160181 A JP 19160181A JP 19160181 A JP19160181 A JP 19160181A JP S6229597 B2 JPS6229597 B2 JP S6229597B2
- Authority
- JP
- Japan
- Prior art keywords
- drilling
- drill
- tunnel
- long pipe
- hole
- 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
Links
- 238000005553 drilling Methods 0.000 claims description 24
- 238000000034 method Methods 0.000 claims description 16
- 238000009412 basement excavation Methods 0.000 claims description 14
- 239000011435 rock Substances 0.000 claims description 14
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims 1
- 238000005422 blasting Methods 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 238000005336 cracking Methods 0.000 description 4
- 230000002093 peripheral effect Effects 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 241000936936 Opitutaceae Species 0.000 description 1
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 150000002484 inorganic compounds Chemical class 0.000 description 1
- 229910010272 inorganic material Inorganic materials 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 150000002894 organic compounds Chemical class 0.000 description 1
- 238000000053 physical method Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
Landscapes
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Description
【発明の詳細な説明】
本発明は発破を使用しない無振動の掘削を可能
とした主として都市部における坑道掘削方法及び
それに用いる穿孔ガイドの構造に関するものであ
る。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method for excavating tunnels, mainly in urban areas, which enables vibration-free excavation without using blasting, and a structure of a drilling guide used therein.
都市部における地下道、地下鉄トンネル、地下
下水道、地下ケーブルトンネルなどのトンネル、
電柱等の埋設竪坑などの掘削は、ビルや人家など
の建造物への影響あるいは人体への危害を少なく
するために、発破作業によることが極めて困難で
ある。また、さく岩機や発破作業による場合は掘
削道の壁面にも多数のクラツクが入り、通常はコ
ンクリート覆工や支保工を設置しないと掘進する
ことが困難な場合が多い。 Tunnels such as underground passages, subway tunnels, underground sewers, and underground cable tunnels in urban areas;
It is extremely difficult to excavate underground shafts for utility poles and the like by blasting, in order to reduce the impact on structures such as buildings and residences, and to reduce the risk of harm to the human body. In addition, when rock drills and blasting operations are used, many cracks are created on the walls of the excavation road, and it is often difficult to excavate without installing concrete lining or shoring.
本発明は、従来の発破による掘削に代る無振動
掘削について種々検討の結果開発したもので、穿
孔・亀裂・破砕の繰返しによる掘削を基本とする
ものである。更に詳しくは、トンネル、竪坑等の
坑道の掘削面にドリル穿孔の多数連続体で坑道の
形を抜き、穿孔連続体で囲まれた小区画内の適当
部位にもドリル穿孔すると共に、その孔内部にロ
ツクスプリツタ又は膨張剤を挿入して前記小区画
毎に亀裂・破砕して掘削することを特徴とする。
ここでドリル穿孔の多数連続体はドリル穿孔位置
を順次ずらせながら行うが、隣接する穴を間断な
く連続させることは穿孔技術上極めて困難であ
る。そこで、穿孔連続体を容易に形成するための
アタツチメントとなるドリル穿孔ガイドをも開発
したのである。 The present invention was developed as a result of various studies regarding vibration-free excavation as an alternative to conventional excavation by blasting, and is based on excavation by repeated drilling, cracking, and crushing. More specifically, the shape of the tunnel is extracted from the excavation surface of a shaft such as a tunnel or a shaft by a series of multiple drill holes, and the holes are also drilled at appropriate locations within the small section surrounded by the series of drill holes, and the inside of the hole is drilled. The method is characterized in that a rock splitter or an expansion agent is inserted into the excavation site to crack and crush each of the small sections.
Here, a large number of continuous drill holes are performed while sequentially shifting the drill holes, but it is extremely difficult in terms of drilling technology to connect adjacent holes without interruption. Therefore, we also developed a drill hole guide that serves as an attachment to easily form a continuous hole.
以下、図面によつて本発明を具体的かつ詳細に
説明する。 Hereinafter, the present invention will be explained specifically and in detail with reference to the drawings.
第１図はトンネル掘削面を示す正面図、第２図
は穿孔ガイドの側面図、第３図は同平面図であ
る。 FIG. 1 is a front view showing the tunnel excavation surface, FIG. 2 is a side view of the drilling guide, and FIG. 3 is a plan view thereof.
図から明らかなように、坑道の掘削面外周１に
沿う部分にドリルで外周穿孔２の連続体を形成し
てトンネルの形を抜き、次いで、掘削トンネル内
部に、図のように十字の内部穿孔３の連続体で坑
道を数区画、この例では４区画に分けて小区画４
とする。これらドリル穿孔により形成された外周
穿孔２と内部穿孔３との連続体で小区画４に自由
面を形成させるのである。続いて小区画４内に１
〜数ケ所の独立穿孔５を形成する。ドリル穿孔
は、例えば空気圧を利用したダウンザホールドリ
ルを用いるのが好ましく、これにより100〜200mm
φ、深さ1000〜3000mmの穿孔が可能である。 As is clear from the figure, a series of outer peripheral perforations 2 are formed with a drill along the outer periphery 1 of the excavated surface of the tunnel to obtain a tunnel shape, and then a cross-shaped internal perforation is made inside the excavated tunnel as shown in the figure. The tunnel is divided into several sections in a continuum of 3, in this example, divided into 4 sections and divided into 4 small sections.
shall be. A free surface is formed in the small section 4 by a continuous body of the outer peripheral perforation 2 and the inner perforation 3 formed by these drill holes. Then 1 in subdivision 4
- Form several independent perforations 5. For drilling, it is preferable to use a down-the-hole drill that uses air pressure, for example.
It is possible to drill holes with a diameter of φ and a depth of 1000 to 3000 mm.
坑道の掘削面外周１に沿う外周穿孔２の連続性
は掘削面に脆弱部分が有る場合等の理由によつて
部分的に穿孔を省くことができるので、それほど
厳密なものでなくてもよいが、十字に交わる内部
穿孔３の連続性は上述した自由面を形成させるう
えで重要である。そのために、第２図及び第３図
に示す穿孔ガイドが使用される。穿孔ガイドは、
円弧状凹み部１２のある長尺パイプ１１とその円
弧状凹み部１２の基部に設けた真円のドリルガイ
ドリング１３を本体とする。長尺パイプ１１は先
に穿孔した穴内へ挿入できる太さと長さであり、
ガイドリング１３はその内径がドリル径よりやや
大で、ドリルが挿通できるだけの大きさを必要と
する。ドリル作業に際して、ガイドリングが動く
と安定性が悪いので、長尺パイプ１１内の数ケ所
に回り止めバー挿通穴１４を設け、その穴から外
方へ向つて回り止めバー１５を油圧ホイスト１６
で突出させて長尺パイプ１１を固定し、ガイドリ
ング１３の位置を安定させる。 The continuity of the outer circumferential perforations 2 along the outer circumference 1 of the excavated surface of the tunnel does not have to be so strict, since the perforations can be partially omitted due to reasons such as when there is a weak part on the excavated surface. The continuity of the internal perforations 3 intersecting each other in a cross shape is important in forming the above-mentioned free surface. For this purpose, the drilling guide shown in FIGS. 2 and 3 is used. The drilling guide is
The main body includes a long pipe 11 having an arc-shaped recess 12 and a perfectly circular drill guide ring 13 provided at the base of the arc-shaped recess 12. The long pipe 11 has a thickness and length that can be inserted into the previously drilled hole,
The guide ring 13 has an inner diameter slightly larger than the diameter of the drill, and must be large enough to allow the drill to be inserted through it. During drilling, if the guide ring moves, the stability will deteriorate. Therefore, detent bar insertion holes 14 are provided at several places in the long pipe 11, and the detent bar 15 is inserted outward through the hole into the hydraulic hoist 16.
The long pipe 11 is fixed by protruding from the guide ring 13, and the position of the guide ring 13 is stabilized.
以上で穿孔作業を終り、次に穿孔連続体により
分割された小区画４の自由面を利用して亀裂作業
に移る。 With this, the drilling work is completed, and next, the cracking work is started using the free surface of the small section 4 divided by the continuous drilling body.
亀裂作業は、前述の独立穿孔５に内圧をかけて
小区画毎に亀裂を発生させる。内圧のかけ方は孔
の内部から外方へ物理的に押し広げる方法と、化
学的反応による膨張圧を利用する方法等公知の方
法が利用できる。前者の物理的方法には油圧式ロ
ツクスプリツターが好適で、独立穿孔の内部へロ
ツクスプリツターのウエツジセツト部を挿入し、
ウエツジが油圧シリンダーにより30トン程の力で
押し出され、独立穿孔５の内面にはその10倍以上
の力が加わり、亀裂が入るのである。また、後者
の化学的方法には、膨張剤として例えば特殊なケ
イ酸塩を主体とする無機化合物と特殊な有機化合
物からなる商品名「ブライスター」（小野田セメ
ント株式会社製）が利用できる。このような亀裂
作業は岩盤が硬い場合に必要で軟弱な場合は前記
小区画４の自由面付近からブレーカーにより破砕
する方法が直ちに採用できる。 In the cracking operation, internal pressure is applied to the above-mentioned independent perforations 5 to generate cracks in each small section. As for how to apply internal pressure, known methods can be used, such as a method of physically pushing outward from the inside of the hole, and a method of using expansion pressure caused by a chemical reaction. A hydraulic lock splitter is suitable for the former physical method, in which the wedge set portion of the lock splitter is inserted into the interior of the independent bore;
The wedge is pushed out by a hydraulic cylinder with a force of about 30 tons, and more than 10 times that force is applied to the inner surface of the independent perforation 5, causing cracks to form. In addition, for the latter chemical method, as an expanding agent, for example, "Blystar" (trade name, manufactured by Onoda Cement Co., Ltd.), which is made of an inorganic compound mainly consisting of a special silicate and a special organic compound, can be used. Such cracking work is necessary when the rock is hard, but when the rock is soft, a method of crushing it with a breaker from near the free surface of the small section 4 can be immediately adopted.
亀裂の発生した小区画は、次いで破砕作業に移
る。破砕はさく岩機やブレーカーによる通常の方
法であるから簡単である。 The cracked parcels are then subjected to crushing operations. Crushing is easy because it is a normal method using a rock drill or breaker.
本工法による１回の掘削長さは、最初の穿孔深
さに近く、通常1500〜3000mmである。破壊完了後
は再び坑道の掘削面外周１に沿う部分にドリルで
外周穿孔２の連続体を形成し、次いで内部穿孔３
の連続体を形成して周囲に自由面を有する小区画
４とし、その内部に独立穿孔５を形成して油圧式
ロツクスプリツター等で小区画４に亀裂を入れた
後にさく岩機等で破砕除去する作業を順次繰返す
のである。したがつて、発破を使用しない工法で
あるから振動もなく、危険も少いうえに掘削面に
亀裂が入らないので、コンクリート覆工や支保工
が不要となるなどの優れた効果が得られる。 The length of one excavation using this method is close to the initial drilling depth, usually 1500 to 3000 mm. After the destruction is completed, a continuous body of outer perforations 2 is formed with a drill along the outer periphery 1 of the excavated surface of the tunnel, and then internal perforations 3 are formed.
A continuum is formed to form a small section 4 with a free surface around it, an independent hole 5 is formed inside the small section 4, a crack is made in the small section 4 using a hydraulic rock splitter, etc., and then it is crushed using a rock drill or the like. The removal process is repeated one after another. Therefore, since it is a construction method that does not use blasting, there is no vibration and there is little risk, and since there are no cracks in the excavated surface, excellent effects such as no need for concrete lining or shoring can be obtained.
以下実施例によつて更に具体的に本方法を説明
する。 The present method will be explained in more detail below with reference to Examples.
実施例 １
花崗岩盤上へコンクリート電柱を直立させる工
事において本工法を利用した。Example 1 This construction method was used in construction to erect a concrete utility pole on top of granite bedrock.
竪穴は500mmφ、2.5ｍであり、ドリルに全長３
ｍ、直径114mmφのものを使用し、第２図に示す
穿孔ガイドを用いて８本の穿孔でほぼ外周穿孔の
連続体となつた。次いでその中央に１個の45mmφ
の独立穿孔を形成し、油圧式ロツクスプリツタ
（全長450mm）で割岩し、ブレーカーで破砕しなが
ら2.5ｍに掘り下げた。所要時間は、約２時間で
穿孔を完了し、亀裂破砕に約40分を要し、３時間
足らずで上記竪穴が完了した。 The vertical hole is 500mmφ, 2.5m, and the total length of the drill is 3
A hole with a diameter of 114 mmφ was used, and eight holes were made using the hole guide shown in FIG. 2 to form a continuous body of holes on the outer circumference. Then one 45mmφ in the center
An independent borehole was formed, the rock was split with a hydraulic rock splitter (total length 450 mm), and the rock was crushed with a breaker while being excavated to a depth of 2.5 m. It took about 2 hours to complete the drilling, about 40 minutes to break up the cracks, and the above-mentioned shaft was completed in less than 3 hours.
この工法では深い竪穴ができるので、巻くコン
クリート量も少なく、安定した電柱を立てること
ができる。 This construction method allows for the creation of deep pits, so less concrete is needed to wrap the poles, and the poles can be erected more stably.
なお、従来は、最初からブレーカーを使用し、
直径約１ｍ、深さ約１ｍの穴にして多量のコンク
リート巻きによつて支持していたのである。 In addition, conventionally, a breaker was used from the beginning,
It was a hole approximately 1m in diameter and 1m deep, and was supported by a large amount of concrete.
実施例 ２
第１図に示す高さ2.2ｍ、幅2.4ｍ、長さ約60ｍ
の人道用トンネルの岩極掘削に本工法を応用し
た。Example 2 Height 2.2m, width 2.4m, length approximately 60m as shown in Figure 1
This method was applied to rock pole excavation for a human tunnel.
キヤタピラ台車に２基のダウンザホールドリル
を装着し、全長3000mmのパイロツトビツトと偏心
リーマーを併用してリーマー回転径212mmで第２
図、第３図に示す穿孔ガイドによつて順次外周穿
孔と十字形の内部穿孔をして４つの小区画に分け
てそれぞれ自由面を形成した。 Two down-the-hole drills are installed on the caterpillar truck, and a pilot bit with a total length of 3000 mm and an eccentric reamer are used to drill the second down-the-hole drill with a reamer rotation diameter of 212 mm.
Using the drilling guide shown in Figures 3 and 3, outer peripheral drilling and cross-shaped internal drilling were sequentially performed to divide the test piece into four small sections, each forming a free surface.
次いで、各小区画内に１〜３ケ所の100mmφ、
1500mmの独立穿孔をして、これにウエツジ径95
mm、長さ1000mmの大型油圧式破壊機（ビツカー
HBB−1000、株式会社山本鉄工所製）の先端を
挿入して亀裂を発生させ、さく岩機で破砕して掘
削した。本工法による掘進速度は３ｍ当り約48時
間であつた。 Next, 100mmφ in 1 to 3 locations in each small section.
Drill a 1500mm independent hole and insert a wedge diameter of 95.
mm, length 1000mm large hydraulic breaking machine (Bitzker)
The tip of HBB-1000 (manufactured by Yamamoto Iron Works Co., Ltd.) was inserted to generate a crack, and the rock was crushed and excavated with a rock drill. The excavation speed using this method was approximately 48 hours per 3 m.
第１図はトンネル掘削面を示す正面図、第２図
は穿孔ガイドの側面図、第３図は同平面図であ
る。
１……坑道の掘削面外周、２……外周穿孔、３
……内部穿孔、４……小区画、５……独立穿孔、
１１……長尺パイプ、１２……円弧状凹み部、１
３……ガイドリング、１４……回り止めバー挿通
穴、１５……回り止めバー、１６……油圧ホイス
ト。
FIG. 1 is a front view showing the tunnel excavation surface, FIG. 2 is a side view of the drilling guide, and FIG. 3 is a plan view thereof. 1... Outer circumference of the excavated surface of the tunnel, 2... Outer drilling, 3
...Internal perforation, 4...Small section, 5...Independent perforation,
11...Long pipe, 12...Circular recess, 1
3... Guide ring, 14... Detent bar insertion hole, 15... Detent bar, 16... Hydraulic hoist.
Claims (1)
孔の多数連続体で自由面を形成し、穿孔連続体で
囲まれた小区画内の適当部位にもドリル穿孔する
と共に、その孔内部にロツクスプリツタ又は膨張
剤を挿入して前記小区画毎に破壊掘削することを
特徴とする坑道掘削方法。 ２ 穿孔連続体を形成するために、円弧状凹み部
のある長尺パイプと該円弧状凹み部の基部に設け
たドリルガイドリングのある穿孔ガイドを使用
し、該穿孔ガイドの長尺パイプを穿孔済穴へ挿入
し、ガイドリングにドリルを挿通しながらドリル
穿孔を行う特許請求の範囲第１項記載の坑道掘削
方法。 ３ 円弧状凹み部のある長尺パイプと該円弧状凹
み部の基部に設けた真円のドリルガイドリング
と、前記長尺パイブ内数個所の回り止めバー挿通
穴と、回り止めバーを長尺パイプから穿孔土中へ
突出させる油圧又は空圧ホイストとからなること
を特徴とする坑道掘削用穿孔ガイド。[Scope of Claims] 1. Forming a free surface with a multiplicity of continuous drill holes on the excavation surface of a mine shaft such as a tunnel or shaft, and drilling holes at appropriate locations within a small section surrounded by the continuous drill holes, A method for excavating a tunnel, which comprises inserting a rock splitter or an expansion agent into the hole and destructively excavating each of the small sections. 2. In order to form a continuous drilling body, a long pipe with an arc-shaped recess and a drilling guide with a drill guide ring provided at the base of the arc-shaped recess are used, and the long pipe of the drilling guide is drilled. 2. The method for excavating a tunnel according to claim 1, wherein the method is performed by inserting the drill into a drilled hole and drilling the hole while passing the drill through the guide ring. 3. A long pipe with an arc-shaped recess, a perfectly circular drill guide ring provided at the base of the arc-shaped recess, detent bar insertion holes at several locations within the long pipe, and a detent bar inserted into the long pipe. A drilling guide for tunnel excavation characterized by comprising a hydraulic or pneumatic hoist that projects from a pipe into the drilling soil.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19160181A JPS5894598A (en) | 1981-11-28 | 1981-11-28 | Level drilling method and drill guide used therein |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19160181A JPS5894598A (en) | 1981-11-28 | 1981-11-28 | Level drilling method and drill guide used therein |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS5894598A JPS5894598A (en) | 1983-06-04 |
| JPS6229597B2 true JPS6229597B2 (en) | 1987-06-26 |
Family
ID=16277346
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP19160181A Granted JPS5894598A (en) | 1981-11-28 | 1981-11-28 | Level drilling method and drill guide used therein |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS5894598A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016190356A (en) * | 2015-03-31 | 2016-11-10 | サンコーテクノ株式会社 | Boring jig and boring method |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS61155589A (en) * | 1984-12-27 | 1986-07-15 | 太平洋セメント株式会社 | Drilling method of rock |
| WO2015108098A1 (en) * | 2014-01-20 | 2015-07-23 | 鹿島建設株式会社 | Dismantling method |
| JP6411031B2 (en) * | 2014-01-20 | 2018-10-24 | 鹿島建設株式会社 | Dismantling method |
-
1981
- 1981-11-28 JP JP19160181A patent/JPS5894598A/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016190356A (en) * | 2015-03-31 | 2016-11-10 | サンコーテクノ株式会社 | Boring jig and boring method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS5894598A (en) | 1983-06-04 |
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