WO1991016524A1 - Method of excavating tunnel - Google Patents
Method of excavating tunnel Download PDFInfo
- Publication number
- WO1991016524A1 WO1991016524A1 PCT/JP1990/000540 JP9000540W WO9116524A1 WO 1991016524 A1 WO1991016524 A1 WO 1991016524A1 JP 9000540 W JP9000540 W JP 9000540W WO 9116524 A1 WO9116524 A1 WO 9116524A1
- Authority
- WO
- WIPO (PCT)
- Prior art keywords
- tunnel
- line
- rock
- slits
- drilled
- Prior art date
Links
- 238000000034 method Methods 0.000 title claims abstract description 19
- 238000005553 drilling Methods 0.000 claims abstract description 12
- 239000002360 explosive Substances 0.000 claims abstract description 11
- 239000011435 rock Substances 0.000 claims description 46
- 239000003795 chemical substances by application Substances 0.000 claims description 6
- 238000010276 construction Methods 0.000 claims description 2
- 238000009412 basement excavation Methods 0.000 abstract description 12
- 239000000843 powder Substances 0.000 abstract 5
- 238000007796 conventional method Methods 0.000 abstract 1
- 238000005336 cracking Methods 0.000 abstract 1
- 238000005422 blasting Methods 0.000 description 7
- 102100027340 Slit homolog 2 protein Human genes 0.000 description 6
- 101710133576 Slit homolog 2 protein Proteins 0.000 description 6
- 230000000740 bleeding effect Effects 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 230000008961 swelling Effects 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
- E21D9/106—Making by using boring or cutting machines with percussive tools, e.g. pick-hammers
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
Definitions
- the present invention relates to a method of excavating mountain tunnels and underground spaces in hard bedrock, and to excavating tunnels.
- Japanese Patent Application Laid-Open No. 60-33996 discloses that a series of slots are drilled in the rock along the outer circumference of the tunnel section to be excavated.
- the rock part surrounded by the above-mentioned grooves is divided into multiple parts by horizontal grooves drilled at appropriate intervals in the upward and downward directions, and further enclosed between any vertically adjacent grooves.
- the rock mass was divided into multiple blocks by vertical slots to form a block-like rock mass.
- the rock-shaped bedrock was cut off condylarly.
- a is a rock mass to be excavated
- b is a series of slots formed on the outer periphery of the tunnel
- c is the slots.
- Lines d, d, d that are approximately equidistant from the slot b in the rock part surrounded by b are single holes drilled at appropriate intervals on the line c.
- the hole f is a line which is almost equidistant from the line c on the rock part surrounded by the line c.
- a single hole g is formed on this line f at an appropriate interval as in the case of d. Pierce.
- the required number of single holes i will be drilled in the rock surrounded by the line f.
- a similar line at approximately the same distance from the line f as in the line f could be added to the bedrock surrounded by the line ⁇ .
- the first step in the excavation is to insert a wedge-shaped crusher into the single hole d on the line c closest to the outer periphery of the tunnel.
- a crack is formed in the rock mass e between a series of slots b and the line c along, and similarly, the rock mass e is broken using a breaker, etc. To excavate.
- a wedge-shaped crusher was used for the single hole g on the line f, and the rock mass h was cracked in the same manner as above to excavate it, and it was surrounded by the line f.
- Excavation is performed to rock mass k to form a tunnel.
- Fig. 9 (a) is a series of single holes on line c and line f in Fig. 8 (a), which are successively formed as a series of slots C and F, respectively. .
- the method (3) developed by the applicant makes the slot length of the slot as small as possible in comparison with the methods (1) and (2) above. This can shorten the time required for excavating a unit volume of rock, but it can also be used to crush hard rock efficiently and reduce noise and vibration. In recent years, there has been an increasing demand for the development of a method for greatly reducing the time.
- the present invention eliminates the drawbacks of the prior art and provides a method of excavating a tunnel that satisfies the above needs. It is an object . Disclosure of invention
- the present invention drills a large number of slits at intervals along the plane of the tunnel to be dug. Also, many slits are placed on the face inside the above planning line. Along with the drilling, a number of auxiliary holes are formed between these slits, and a tapered chisel is inserted into the auxiliary holes to apply an impact. This is what we did.
- the present invention is based on the fact that tunnels should be excavated, rocks should be drilled along rocks along arbitrary shapes to form cored parts, and tunnels should be cut out.
- a charge is made at the gauge line, and a charge hole is made at the ⁇ side of the planned line and at the center of the core, and an explosive or inflation is made in these charge holes.
- the explosives or expansives are used to charge the rocks, and the rocks are crushed to break the rocks. In addition to being able to do so, it reduces the amount of explosives and explosives used, and also helps reduce vibration and noise.
- Fig. 1 is an explanatory view showing an embodiment of the method of the present invention, showing the state of perforation of the face
- Fig. 2 is an explanatory view of the crushing operation
- Figs. Figures (a), (b), 5 (a), (b), 6 and 7 (a) and (b) are explanatory views showing different embodiments. .
- FIG. 8 shows the illustrations of the rock excavation method described in Japanese Patent Application No. 63-71587, respectively.
- FIG. 1 the plan line 1 of the tunnels using a slit excavator 5 as shown in Fig. 1.
- a large number of slits 2 are drilled horizontally at intervals, and the space between the slits 2 is larger than the width of the slits 2.
- the drilling hole 3 is drilled with the same depth as the slit 2
- Similar slits 2 are also formed in the face 4 on the inner side of the planning line 1 in the vertical, horizontal, and oblique directions, and these slits 2. , 3 ⁇ 4Sf 9 ⁇ ⁇ ⁇
- the spacing between the slits 2 and the number of auxiliary holes 3 formed between the slits 2 are arbitrarily determined depending on the hardness of the rock.
- the face 4 inside the gauge line 1 is efficiently crushed, and at the same time, the crushing of the face 4 is completed and the collapsed rock is completely removed.
- Which excavating machine and dump truck, etc. If the vehicle was removed and removed by rain, the shelter 2 and the hole 3 along the planning line 1 were re-established.
- a slit 2 and an auxiliary hole 3 are drilled in the face 4 inside the wire 1, and the tapered chisel is Since the fracture is recovered by Fig. 7, it becomes possible to excavate the tunnel in the hard rock zone efficiently at a high speed.
- the outer diameter of the tip is smaller than the inner diameter of the skirting hole 3 and the outer diameter of the base is 3 mm. Use one with a shape larger than the inner diameter of the auxiliary hole 3.
- the tunnel excavation method shown in Fig. 3 and other figures shows another embodiment using blasting.
- the following explanation of this example shows that tunnel excavation is equivalent to tunnel excavation.
- a slit 2 for centering is formed near the center of the face 4 on the 1st line of the measuring line.
- the slit 2 is made by drilling a large number of slits using a slit excavator 5, for example, along a square.
- the centering shape is shown in Fig. 7 (a).
- Arbitrary shapes such as a circle as shown and a rhombus as shown in Fig. 7 (W) can be selected.
- the scrap 13 generated by the subsequent blasting is loaded on a transport truck 12 such as a dump truck by an excavator 11 such as a loader, and is carried out ( After all the scraps 13 have been carried out, the above operation is repeated to excavate the tunnel. Therefore, by combining the slits 2 in an arbitrary shape, it is possible to efficiently maintain the mind of a large cross section.
- a static expander can be used in place of blasting, so it can be used in the vicinity of city streets. Tunnel excavation can also be performed. Industrial applicability
- this invention is based on drilling drill holes and drilling auxiliary holes in rocks where tunnels should be excavated.
- the rock is broken along the slit by inserting a tapered chisel into the auxiliary hole and applying an impact to the rock.
- the blow force of the brake force is effective on the free side of the slit.
- a slit is formed in the board along a desired shape to form a center hole, and the rock is blasted or the rock is crushed by an expanding agent.
- the core can be efficiently removed from a large section, and the explosives and swelling agents to be used can be reduced. It will be possible to achieve low m of the cost and low noise such as vibration and noise.
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Earth Drilling (AREA)
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Abstract
This invention relates to a method of excavating a tunnel to pierce through a mountain or underground, in which a large number of slits (2) are drilled at spatial intervals along a line (1) designed for defining a tunnel to be excavated as well as on the facing (4) encircled by the abovesaid designed line (1), a large number of auxiliary holes (3) are drilled between these slits (2), and the rock-bed is crushed along the slits (2) with tapered chisels (7) inserted into said auxiliary holes (3) and subjected to impact. In this way, efficient cracking of even the hard rock-bed is possible and a length of time for drilling can be reduced compared with that required in the conventional method, thereby a tunnel excavating speed being greatly increased. This invention ensures reduction of vibration and noise through such processes that slits (2) are drilled along a line defining a desired shape for providing a cut hole (9), powder charging holes (10) are drilled along the line (1) designed for tunnel excavation as well as on the area encircled by the designed line (1) and in the cut holes (9) for loading the powder charging holes (10) with explosives or expansive powder so as to crush the rock-bed with such explosives or expansive powder for cutting, whereby cutting over a wide sectional area can efficiently be performed with the use of a small amount of explosives or expansive powder.
Description
明 細 害 ト ン ネ ノレ の 掘 削方 法 技 術 分 野 Excavation method of mine damage
こ の 発 明 は 硬 い 岩盤 に 山 岳 ト ン ネ ルや 地下 空間 な ど を 掘 削 す る , ト ン ネ ル の 掘削 方法 に 関 す る も の で あ る 。 冃 J The present invention relates to a method of excavating mountain tunnels and underground spaces in hard bedrock, and to excavating tunnels.冃 J
一般 に 軟岩 ゃ 中 硬岩 よ り 硬 ¾ の 地盤 に ト ン ネ ル を掘 削 す る 場合, ブ レ ー カ や ロ ー ド ヘ ッ ダ な ど の 掘 削機械 を 用 い る が, 硬岩 の 場合 こ れ ら の 掘 削機械で は掘 削が困難 で あ る 。 In general, when excavating tunnels on soft or medium hard rocks, a drilling machine such as a breaker or a load head is used. In this case, it is difficult to excavate with these excavating machines.
こ の た め硬岩 の 地湣 で は 発破 を用 い て 掘 削 す る 方法 が 一般 に 採用 さ れて い る が, 発破 に よ る 掘 削 は 振動 や騒音 な ど を伴 う た め , 市街地や 環境破壊 を起 こ す お そ れが あ る 場所 で の 施 工 は 困難 で あ る 。 For this reason, digging using blasting is generally adopted on hard rock terrain, but digging by blasting involves vibration and noise, and so on. Construction is difficult in urban areas and places where environmental destruction is likely to occur.
そ こ で こ の よ う な 場所 で の ト ン ネ ル掘 削法 と し て , 発 破 を 使用 し な い ト ン ネ ル掘 削方法が種 々 提案 さ れ て い る す な わ ち , Various tunneling methods that do not use blasting have been proposed as tunneling methods in such places.
' (1) 特開 昭 6 0— 3 3 9 6号 は, 掘削 す べ き ト ン ネ ル断 面 の 外 周 に 沿 っ て 岩盤 に 一連 の 溝孔を 穿設 す る と 共 に , こ の 溝 孔で 囲 ま れ た 岩盤部分 を上下方 向 に 適宜間隔毎 に 穿設 し た 水平 の 溝孔 で 複数分 割 し , さ ら に 上下 に 隣接す る 任意 の 溝孔 間 で 囲 ま れ た 岩盤部分 の み を 鉛直 な 溝孔で 複数 分 割 し て ブ ロ ッ ク 状岩盤部分 を 画 成 し , 次 い で こ の プ ロ ッ
ク 状岩盤部分 を顆次切 除す る よ う に し た も の で あ り ,'(1) Japanese Patent Application Laid-Open No. 60-33996 discloses that a series of slots are drilled in the rock along the outer circumference of the tunnel section to be excavated. The rock part surrounded by the above-mentioned grooves is divided into multiple parts by horizontal grooves drilled at appropriate intervals in the upward and downward directions, and further enclosed between any vertically adjacent grooves. The rock mass was divided into multiple blocks by vertical slots to form a block-like rock mass. The rock-shaped bedrock was cut off condylarly.
(2) ま た 特開昭 6 0 - 6 5 8 9 2号 は上記 ブ 口 ッ ク の 中 心部分 に ボ ア ホ ー ルを 穿設 し , 該 ボ ア ホ ー ル の 底部か ら 前記溝 孔 間 に 亘 つ て ク ラ ッ ク を 発生 さ せ , 該 ク ラ ッ ク 部分 か ら 岩 盤ブ ロ ッ ク を 引 抜 く よ う に し た も の で あ る 。 (2) In Japanese Patent Application Laid-Open No. 60-65892, a borehole is formed in the center of the above-mentioned block, and the groove is formed from the bottom of the borehole. Cracks are generated between the holes, and the rock blocks are pulled out from the cracks.
し か し な が ら 前記(1) の よ う に 岩盤 に 一連の 溝孔を穿孔 し , こ の 溝孔 に沿 っ て 岩盤 を ブ ロ ッ ク 毎 に切除 し て 行 く 方法 で は, 岩盤を 切除す る た め の溝孔を 掘削 す る の に 多 く の 時閽 を要 し て 作業能率が悪 い 不具合 があ る 。 However, according to the method of drilling a series of slots in the rock as described in (1) above and cutting the rock along the slots at every block, the rock It takes a lot of time to excavate a slot to cut off a hole, and the work efficiency is poor.
ま た 前 記(2) の よ う に 岩盤 に 穿設 し た孔 に 膨 張剤 を注入 し て 岩盤 を破砕す る 方法で は, 膨張剤が膨張 し て 岩盤を 破碎 す る の に 通常 1 0時間か ら 2 4時間かか る た め , こ の 間 作業がで き ず掘削速度が遅 い な ど の 不具 合が あ っ た 。 In addition, as described in (2) above, in the method of injecting a swelling agent into a hole drilled in the rock to crush the rock, it generally takes one time for the expanding agent to expand and break the rock. Since it took from 0 to 24 hours, work was not possible during this time, and problems such as a low excavation speed occurred.
(3) そ こ で 本出願人 は さ き に特願昭 6 3 - 7 5 1 8 7号を 提案 し た 。 (3) Therefore, the applicant has previously proposed Japanese Patent Application No. 63-75187.
す な わ ち , 第 8 図 ), (b) に お い て , a は掘 削す べ き 岩 盤で b は ト ン ネ ル の 外周 に ¾ つ た 一連の 溝孔, c は該溝 孔 b に よ り 囲 ま れ た岩盤部分で 該溝孔 b か ら ほ ぼ等距離 に あ る 線, d , d , d は前記線 c 上 に 適 当 な 間隔 をお い て 穿孔 さ れた 単孔, f は前記線 c に 囲 ま れた 岩盤部に 線 c か ら ほ ぼ等距離 に あ る 線 で こ の 線 f 上 に 前記 d と 同様 適 当 な 間隔を お い て 単孔 g を穿孔す る 。 That is, in Fig. 8) and (b), a is a rock mass to be excavated, b is a series of slots formed on the outer periphery of the tunnel, and c is the slots. Lines d, d, d that are approximately equidistant from the slot b in the rock part surrounded by b are single holes drilled at appropriate intervals on the line c. The hole f is a line which is almost equidistant from the line c on the rock part surrounded by the line c. A single hole g is formed on this line f at an appropriate interval as in the case of d. Pierce.
さ ら に 線 f に 囲 ま れ た岩盤部 に は必要 に 応 じ た 個数 の 単孔 i を 穿孔 す る 。 ト ン ネ ル の 大 き さ に よ っ て は線 ί に よ っ て 囲 ま れ た 岩盤部 に さ ら に 線 f と 同様, 線 f か ら ほ ぼ等距離 に あ る 同 様 の 線を 設 け, 該镍上 に 必要個数 の 単
孔 を 穿孔 し て ゆ く 。 In addition, the required number of single holes i will be drilled in the rock surrounded by the line f. Depending on the size of the tunnel, a similar line at approximately the same distance from the line f as in the line f could be added to the bedrock surrounded by the line ί. The required number of simple Drill the holes.
そ し て 掘削 の 暱序 と し て は ま ず ト ン ネ ル の 外周 に 最 も 近 い 線 c 上 に あ る 単孔 d に く さ び形破砕機 を 挿入 し て 卜 ン ネ ル外 周 に 沿 っ た 一連 の 溝孔 b と 線 c と の 間 の 岩盤部 e に 亀裂 を生 じ さ せ, 同様 に d , d と 破砕を 進 め て岩盤 部 e を ブ レ ー カ 等 を用 い て 掘削 す る 。 The first step in the excavation is to insert a wedge-shaped crusher into the single hole d on the line c closest to the outer periphery of the tunnel. A crack is formed in the rock mass e between a series of slots b and the line c along, and similarly, the rock mass e is broken using a breaker, etc. To excavate.
次 い で 線 f 上 の 単孔 g に く さ び形破砕機を 用 い 前記 と 同様 に 岩盤部 h に ¾裂 を生 じ さ せて 掘 削 し, さ ら に 線 f に 囲 ま れ た 岩盤部 k へ と 掘 削を 進 め て ト ン ネ ルを 形成 さ せ る 。 第 9 図(a) は 第 8 図(a) の 線 c お よ び 線 f 上 の 単孔 を 連続 さ せ て そ れぞ れ一連 の 溝孔 C お よ び F と し た も の で あ る 。 Next, a wedge-shaped crusher was used for the single hole g on the line f, and the rock mass h was cracked in the same manner as above to excavate it, and it was surrounded by the line f. Excavation is performed to rock mass k to form a tunnel. Fig. 9 (a) is a series of single holes on line c and line f in Fig. 8 (a), which are successively formed as a series of slots C and F, respectively. .
こ の よ う に 本出 願人 の 開 発 し た 上 記(3) の 方 法 は , 上記 (1) , (2) の 方法 に 比 べ て 溝孔 の 穿設县 さ を 極力 少な く す る こ と に よ り , 岩盤 の 単位容量 の 掘削 時間 を短縮す る こ と がで き る が, 硬質岩盤 で も 効率 よ く 破砕 で き , し か も 騒 音や 振動 を 低减で き て , 時間を 大幅 に 短縮す る 方法 の 開 発が近年 ま す ま す 要望 さ れ て 来 た 。 As described above, the method (3) developed by the applicant makes the slot length of the slot as small as possible in comparison with the methods (1) and (2) above. This can shorten the time required for excavating a unit volume of rock, but it can also be used to crush hard rock efficiently and reduce noise and vibration. In recent years, there has been an increasing demand for the development of a method for greatly reducing the time.
従 っ て こ の 発 明 は こ の よ う な 従来技術 の 欠点を な く す と 共 に , 上記要望 を満 足 さ せ る よ う な ト ン ネ ル の 掘削方 法を 提供 す る こ と を 目 的 と し て い る 。 発明 の 開示 Therefore, the present invention eliminates the drawbacks of the prior art and provides a method of excavating a tunnel that satisfies the above needs. It is an object . Disclosure of invention
こ の 発 明 は 上記 目 的 を達成す る た め に , 掘 削す べ き ト ン ネ ル の 計面 線 に 沿 っ て 多 数 の ス リ ッ ト を 閽 隔を置 い て 穿設 し , ま た 上記計画 線内 側 の 切羽 に も 多 数 の ス リ ツ ト
穿設 す る と 共 に , こ れ ら ス リ ッ ト の 間 に 多 数 の 補助孔 を 穿設 し , かつ 上記補助 孔 に テ 一 パ状 チ ゼ ルを 挿入 し て 衝 撃を 加 え る よ う に し た も の で あ る 。 In order to achieve the above objective, the present invention drills a large number of slits at intervals along the plane of the tunnel to be dug. Also, many slits are placed on the face inside the above planning line. Along with the drilling, a number of auxiliary holes are formed between these slits, and a tapered chisel is inserted into the auxiliary holes to apply an impact. This is what we did.
こ の よ う に 構成 す る こ と に よ っ て , 上記 ス リ ッ ト に 沿 つ て 岩盤 を破砕す る こ と に よ り , 硬 ¾岩盤帯 で の ト ン ネ ル掘削が効率 よ く 行え る よ う に な る 。 With this configuration, the rock is crushed along the above-mentioned slit, so that the tunnel excavation in the hard rock zone can be efficiently performed. You can do it.
ま た こ の発 明 は ト ン ネ ルを掘 削す べ き 岩盤 に 任意な 形 状に 沿 っ て ス リ ツ ト を穿設 し て 心抜 き 部 を形成 し , ま た ト ン ネ ル の 計 菡線 に ¾ つ て 装薬 ¾を, さ ら に 計画線 の ^ 側及 び心抜 き 部 に 装薬孔を 穿設 し て , こ れ ら 装薬孔 に 爆 薬ま た は膨張剤を装填 し , 爆薬 ま た は膨張剤 に よ り 岩盤 を破碎す る こ と に よ り 心抜 き を行 う よ う に し た も の で , ' 大断面 の 心抜 き を 効率 よ く 行 う こ と がで き る と 共 に , 爆 薬や 膨張剤 の 使用 量を 少 な く で き , 併せ て 振動や騒音 の 低減 に も 役立つ。 図面 の 簡 単な 説明 In addition, the present invention is based on the fact that tunnels should be excavated, rocks should be drilled along rocks along arbitrary shapes to form cored parts, and tunnels should be cut out. A charge is made at the gauge line, and a charge hole is made at the ^ side of the planned line and at the center of the core, and an explosive or inflation is made in these charge holes. The explosives or expansives are used to charge the rocks, and the rocks are crushed to break the rocks. In addition to being able to do so, it reduces the amount of explosives and explosives used, and also helps reduce vibration and noise. Brief description of the drawing
第 1 図 は こ の 発 明方法 の一実施例 を示 す切羽 の 穿孔状 態を示す 説明 図, 第 2 図 は 同破砕時 の説 明図 , 第 3 図(a) (b) , 第 4 図(a), (b) , 第 5 図(a) , (b) , 第 6 図及び第 7 図(a) 及び(b) は そ れ ぞ れ別の 実施例を示す 説明 図で あ る 。 Fig. 1 is an explanatory view showing an embodiment of the method of the present invention, showing the state of perforation of the face, Fig. 2 is an explanatory view of the crushing operation, and Figs. Figures (a), (b), 5 (a), (b), 6 and 7 (a) and (b) are explanatory views showing different embodiments. .
第 8 図 ), (b)及び第 9 図(a) , (b) は そ れぞ れ特願昭 6 3 - 7 5 1 8 7 号 に 記載 さ れ た 岩盤掘削方法 の説 明図 を示す。 発明 を実施す る た め の 最良 の 形態 (Fig. 8), (b) and Fig. 9 (a) and (b) show the illustrations of the rock excavation method described in Japanese Patent Application No. 63-71587, respectively. . BEST MODE FOR CARRYING OUT THE INVENTION
こ の 発 明 の 実施例'を 以下 に 図面 に 基づ い て 説明 す る
硬質岩盤 な ど に ト ン ネ ノレ を掘 削す る に 当 た つ て , ま ず ス リ ッ ト 掘 削機 5 に よ り 第 1 図 に 示 す よ う に ト ン ネ ノレ の 計画 線 1 に 沿 つ て 水平方 向 に 多 数 の ス リ ッ ト 2 を 間隔 を 置 い て 穿設 し , ま た 各 ス リ ッ ト 2 の 間 に は ス リ ツ ト 2 の 幅 よ り 痊 の 大 き い 補助孔 3 を, ス リ ッ ト 2 と ほ ぼ 同 じ 深 さ で 穿設 す る Embodiments of the present invention will be described below with reference to the drawings. In excavating tunnels in hard rocks, etc., first, as shown in Fig. 1, the plan line 1 of the tunnels using a slit excavator 5 as shown in Fig. 1. A large number of slits 2 are drilled horizontally at intervals, and the space between the slits 2 is larger than the width of the slits 2. The drilling hole 3 is drilled with the same depth as the slit 2
そ し て 上記計画 線 1 の 内 側 の 切羽 4 に も , 同様 な ス リ 卜 2 を縦横及び 斜 め 方 向 に 穿設 し , こ れ ら ス リ ッ ト 2 . 々 ¾E B . TI -ir, ¾Sf 9Λ · · Similar slits 2 are also formed in the face 4 on the inner side of the planning line 1 in the vertical, horizontal, and oblique directions, and these slits 2. , ¾Sf 9Λ · ·
I J •0 タ Tffl W TU Ο '£ >t- VS. 3 -S3 o I J • 0 Tffl W TU Ο '£> t- VS. 3 -S3 o
な お 上記 ス リ ツ 卜 2 の 間 隔や , こ れ ら ス リ ッ ト 2 の 間 に 穿設 さ れ る 補助 孔 3 の 数 は, 岩盤 の 硬 さ に よ り 任意 に 決定 す る も の と す る 。 The spacing between the slits 2 and the number of auxiliary holes 3 formed between the slits 2 are arbitrarily determined depending on the hardness of the rock. And
上 記 の よ う に し て ス 'トン 卜 2 及び補助 孔 3 の 穿設が完 了 し た ら 次 に 第 2 図 に 示 す よ う に , ス リ ッ ト 掘 削機 5 の 作業機 6 に テ ― パ状 チ ゼ ル 7 を有 す る ブ レ — 力 8 を 取 付 け て , ブ レ — 力 8 に よ り テ ー パ状 チ ゼ ル 7 を打撃 し な が ら チ ゼ ル 7 の 先端を 補助 孔 3 内 に 揷入 す る When the drilling of the slot 2 and the auxiliary hole 3 is completed as described above, the working machine 6 of the slit excavator 5 is then turned on as shown in FIG. Attach a bleeding force 8 having a tapered chisel 7 to the tapered chisel 7 while hitting the tapered chisel 7 with the bleeding force 8. Insert the tip of into the auxiliary hole 3
こ れ に よ つ て 補助孔 3 が テ ー パ状 チ ゼ ル 7 に よ り 押 し 広 げ ら れ る た め , 岩盤 は ス リ ッ ト 2 方向 に ¾裂が発生 し て , ス V ッ 卜 2 に 沿 つ て 破碎 さ れ る 。 As a result, the auxiliary hole 3 is pushed and spread by the tapered chisel 7, so that the rock mass is cracked in the slit 2 direction, and the rock is cut. It is crushed along Uto 2.
以 下上 記動作を 繰返 し て 計面線 1 内側 の 切羽 4 を 効 率 よ く 破砕 す る と 共 に , 切羽 4 全面 の 破砕が完 了 し て 崩 壊 し た 岩石 を 口 一ダ な ど の 掘 削機械 と ダ ン プ ト ラ ッ ク な ど の 運搬車 雨で 搬出 除去 し た ら , 再 び計画 線 1 に 沿 つ て ス ひ 卜 2 及び 褚 ¾孔 3 を , そ し て 計画線 1 内 側 の 切羽 4 に ス リ ッ 卜 2 及び 補助 孔 3 を穿設 し て , テ一パ状 チ ゼ ル
7 に よ り 破碎を緣返す も の で , 硬質岩盤帯 で の ト ン ネ ノレ 掘削 が早 い 速度で 効率 よ く 行 え る よ う に な る 。 By repeating the above operation, the face 4 inside the gauge line 1 is efficiently crushed, and at the same time, the crushing of the face 4 is completed and the collapsed rock is completely removed. Which excavating machine and dump truck, etc. If the vehicle was removed and removed by rain, the shelter 2 and the hole 3 along the planning line 1 were re-established. A slit 2 and an auxiliary hole 3 are drilled in the face 4 inside the wire 1, and the tapered chisel is Since the fracture is recovered by Fig. 7, it becomes possible to excavate the tunnel in the hard rock zone efficiently at a high speed.
な お テ ー パ 状 チ ゼ ル 7 は 岩盤 を効 率 よ く 破砕す る た め , 先端部 の 外径 は裙助孔 3 の 内径 よ り 小 さ く , ま た 基端側 の 外径 は補助孔 3 の 内径 よ り 大 き い 形状 の も の を 使用 す る 。 Since the tapered chisel 7 crushes the bedrock efficiently, the outer diameter of the tip is smaller than the inner diameter of the skirting hole 3 and the outer diameter of the base is 3 mm. Use one with a shape larger than the inner diameter of the auxiliary hole 3.
一方第 3 図以下 に 示す ト ン ネ ル掘削方法 は 発破 を併用 し た 別 の 実施例を 示す も の で , 次 に こ れ を説 明 す る と , ト ン ネ ル掘削 に 当 っ て ま ず第 3 図 》及び (b) に 示 す よ う に 計面 線 1 內側 の 切羽 4 中央付近 に 心抜 き の た め の ス リ ッ ト 2 を形成す る 。 On the other hand, the tunnel excavation method shown in Fig. 3 and other figures shows another embodiment using blasting. The following explanation of this example shows that tunnel excavation is equivalent to tunnel excavation. First, as shown in Fig. 3 >> and (b), a slit 2 for centering is formed near the center of the face 4 on the 1st line of the measuring line.
上記 ス リ ッ ト 2 は ス リ ッ ト 掘 削機 5 を 用 い て 例 え ば角 形 に 沿 っ て 多 数穿設す る も の で , 心抜 き 形状 は第 7 図(a) に 示 す よ う に 円形 や, 第 7 図(W に示 す よ う に 菱形 な ど 任 意な 形状が選定で き る 。 The slit 2 is made by drilling a large number of slits using a slit excavator 5, for example, along a square. The centering shape is shown in Fig. 7 (a). Arbitrary shapes such as a circle as shown and a rhombus as shown in Fig. 7 (W) can be selected.
上記方 法 に よ り ス リ ッ ト 2 の 穿設が完了 し た ら , 次 に 第 4 図 )及び (b)に 示す よ う に計画線 1 に 沿 っ て , 及び 計 画線 1 内 側 の 切羽 4 及び心抜 き 部 9 の 中 央 に 多数 の装薬 孔 1 0を穿設 し て , こ れ ら 装薬孔 1 0に 爆薬 を装填す る 。 After the slit 2 has been drilled by the above-mentioned method, then, as shown in Fig. 4) and (b), along the planning line 1 and inside the planning line 1 A large number of charging holes 10 are drilled in the center of the face 4 and the centering portion 9 of the core, and the explosive is charged into these charging holes 10.
そ し て こ の 爆薬 を発破 さ せ る こ と に よ り , 第 5 図 )及 び(b) に 示す よ う に 計画 線 1 内側 の 切羽 4 が崩 壊 さ れて 効 率 よ く 心抜 き が行え る よ う に な る 。 By blasting the explosive, as shown in Fig. 5) and (b), the face 4 inside the planning line 1 is collapsed, and the efficiency is improved. Will be able to perform
そ の 後発破 に よ り 生 じ た ズ リ 1 3を ロ ー ダ な ど の 掘削機 1 1に よ り ダ ン プ ト ラ ッ ク な ど の 運搬車 1 2に積載 し て 搬 出 し (第 6 図参照) , す べ て の ズ リ 1 3を搬 出 し た ら , 再び 上記動作 を操返す こ と に よ っ て ト ン ネ ル の掘 削 を 行 う も
の で , ス リ ッ ト 2 を 任 意 な 形 状 に 組 合せ る こ と に よ っ て 大 断 面 の 心 抜 き が 効 率 よ く 行 え る よ う に な る 。 The scrap 13 generated by the subsequent blasting is loaded on a transport truck 12 such as a dump truck by an excavator 11 such as a loader, and is carried out ( After all the scraps 13 have been carried out, the above operation is repeated to excavate the tunnel. Therefore, by combining the slits 2 in an arbitrary shape, it is possible to efficiently maintain the mind of a large cross section.
な お · ト ン ネ ル の 掘 削 速 度 が 要 求 さ れ な い 場 合 は 発 破 に 代 え て 静 的 膨 張剤 な ど も 利 用 で き る た め , 市 街 地 付近 で の ト ン ネ ル 掘 削 も 行 う こ と が で き る 。 産業 上 の 利 用 可 能 性 If the tunnel excavation speed is not required, a static expander can be used in place of blasting, so it can be used in the vicinity of city streets. Tunnel excavation can also be performed. Industrial applicability
以 上 の よ う に こ の 発 明 は , ト ン ネ ル を 掘 削 す べ き 岩 盤 に タ ¾ ス リ ッ r ひ ^ れ ら ス リ ッ ト の に 補 助 孔 を 穿 設 し , か つ 上 記補 助 孔 に テ一パ 状 チ ゼ ル を 挿 入 し て 衝 撃 を 加 え る こ と に よ り- , ス リ ッ 卜 に 沿 っ て 岩盤 を 破 砕 す る よ う に し た こ と カヽ ら , ブ レ ー 力 の 打 撃 力 が ス リ ッ ト の 自 由 面 に 有 効 に 作用 す る よ う に な る 。 As described above, this invention is based on drilling drill holes and drilling auxiliary holes in rocks where tunnels should be excavated. The rock is broken along the slit by inserting a tapered chisel into the auxiliary hole and applying an impact to the rock. As a result, the blow force of the brake force is effective on the free side of the slit.
こ れ に よ っ て 硬 ¾岩 盤 で も 効 率 よ く 破 砕 で き る よ う に な る と 共 に , 石 に 連 続 的 に ス リ ツ ト を 形 成 す る 従 来 の 方 法 に 比 ベ て 穿 孔 時間 が短 縮 で き る こ と か ら , ト ン ネ ル の 掘 削 速 度 を 大 幅 に 向 上 さ せ る こ と が で き る 。 This allows conventional hard rock to be efficiently crushed and forms a continuous slit in the stone. Since the drilling time can be shortened as compared with the above, the drilling speed of the tunnel can be greatly increased.
盤 に 任意 な 形 状 に 沿 つ て ス リ ツ ト を 穿 設 し て 心 抜 き 部 を 形 成 し , か つ 発破 ま た は 膨 張 剤 に よ り 岩 盤 を 破 砕 す る よ う に し た の で , 大 断面 の 心 抜 き が効 率 よ く 行 え る と 共 に , 使 用 す る 爆 薬 や 膨 張 剤 の 使 用 量 が 少 な く て よ い こ と か ら , コ ス ト の 低 m と , 振動 や 騒 音 な ど の 低减 も 図 れ る よ う に な る
A slit is formed in the board along a desired shape to form a center hole, and the rock is blasted or the rock is crushed by an expanding agent. As a result, the core can be efficiently removed from a large section, and the explosives and swelling agents to be used can be reduced. It will be possible to achieve low m of the cost and low noise such as vibration and noise.
Claims
( 1 ) 掘 削す べ き ト ン ネ ル の 計 画線 に 沿 っ て 多 数 の ス リ ッ ト を間隔を 置 い て 穿設 し , ま た 上 記計画線 内側 の 切羽 に も 多数の ス リ ッ ト を 穿設す る と 共 に , こ れ ら ス リ ッ ト の 間 に 多 数 の 補助孔を 穿設 し , かつ 上記補助孔 に テ ー パ 言 (1) A large number of slits are drilled at intervals along the construction line of the tunnel to be dug, and a large number of slits are also placed on the inside of the above-mentioned planning line. In addition to drilling slits, a number of auxiliary holes are drilled between these slits, and tapes are inserted into the auxiliary holes.
( 2 ) 上記 ス リ ッ ト の 方 i¾及び 間隔 と 補 助孔 の 間 隔を 岩 盤 の 高度 に 応 じ て 選定す る と 共 に , 上記補助孔 の 内径を チ ゼ ル先端 の 外径 よ り 大 き く , かつ チ ゼ ル基端部 の 外径 よ り 小 さ く 設定 し て な る 請求 の 範囲第 1 項記載 の ト ン ネ ル の 掘削方法。 (2) Select the slit direction i and the distance between the auxiliary holes and the auxiliary holes according to the altitude of the rock, and set the inner diameter of the auxiliary holes to the outer diameter of the tip of the chisel. 2. The method for excavating a tunnel according to claim 1, wherein the tunnel is set to be larger and smaller than an outer diameter of a proximal end of the chisel.
( 3 ) ト ン ネ ルを 掘削 す べ き 岩盤 に 任意 な形状 に 沿 っ て ス リ ッ ト を穿設 し て 心抜 き 部を形成 し , ま た ト ン ネ ル の 計画 線 に 沿 っ て 装薬孔 を, さ ら に計画線 の 内 側及 び心抜 き 部 に装薬孔を穿設 し て , こ れ ら 装薬孔 に 爆薬 ま た は 膨 張剤 を装锾 し , 爆薬 ま た は膨張剤 に よ り 岩盤 を破砕す る こ と に よ り 心抜 き を行 う こ と を 特徵 と す る ト ン ネ ル の 掘 削方法。
(3) Tunnel should be excavated. A slit should be drilled along the desired shape in the bedrock to form a centered part, and along the tunnel's planning line. A charge hole is drilled inside the planned line, inside the center line and at the center of the core, and an explosive or inflating agent is charged into these charge holes. Or a method of excavating a tunnel, which is characterized by crushing the rock with an expansive agent to relieve the heart.
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JPS61159100A (en) * | 1985-01-07 | 1986-07-18 | 長野 誠司 | Smooth section excavation method in tunnel execution of collapsible base rock |
JPS62273392A (en) * | 1986-05-19 | 1987-11-27 | 鹿島建設株式会社 | Method of tunnel excavation construction by hydraulic tube |
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