JPH04302694A - Excavating engineering method - Google Patents
Excavating engineering methodInfo
- Publication number
- JPH04302694A JPH04302694A JP9169591A JP9169591A JPH04302694A JP H04302694 A JPH04302694 A JP H04302694A JP 9169591 A JP9169591 A JP 9169591A JP 9169591 A JP9169591 A JP 9169591A JP H04302694 A JPH04302694 A JP H04302694A
- Authority
- JP
- Japan
- Prior art keywords
- pipe
- excavation
- diameter
- hole
- tube
- 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
- 238000012407 engineering method Methods 0.000 title abstract 2
- 238000009412 basement excavation Methods 0.000 claims abstract description 80
- 239000000945 filler Substances 0.000 claims abstract description 23
- 238000000034 method Methods 0.000 claims abstract description 18
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 230000001105 regulatory effect Effects 0.000 abstract description 3
- 238000005553 drilling Methods 0.000 description 10
- 239000000463 material Substances 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000002386 leaching Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000011148 porous material Substances 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
- 230000000087 stabilizing effect Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Earth Drilling (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
Description
【０００１】0001
【産業上の利用分野】本発明は、掘削工具を用い地盤等
を掘削し、その結果形成された孔の周囲を孔壁崩壊防止
用のパイプで補強してなる掘削工法において、工程が簡
略で、かつ経済性の高い掘削工法に関する。[Industrial Application Field] The present invention is an excavation method in which the ground is excavated using an excavation tool, and the periphery of the resulting hole is reinforced with a pipe to prevent the collapse of the hole wall. , and a highly economical excavation method.
【０００２】0002
【従来の技術】地盤等に孔を掘削する工法としては、従
来より例えば以下のようなものが知られている。その工
程を、図１２および図１３とともに説明する。2. Description of the Related Art Conventionally, the following methods are known as methods for drilling holes in the ground, etc. The process will be explained with reference to FIGS. 12 and 13.
【０００３】図１２において、１６は超硬合金製のチッ
プ等を刃体とするアースオーガーで、１９はケーシング
チューブである。アースオーガー１６はケーシングチュ
ーブ１９内を摺動可能に挿通しており、掘削は、アース
オーガー１６を図中矢印Ｐ方向に押圧し、アースオーガ
ー１６のヘッド１７を所定の地盤１１上に圧接させつつ
、アースオーガー１６を図中Ｑ方向に回転させて行われ
る。一方、ケーシングチューブ１９は、アースオーガー
１６により形成された掘削孔１２孔壁に沿って上下動さ
れ、前記孔壁に残った土砂を削り落としながら掘削孔１
２内に挿入される。また、掘削により生じた土砂は、オ
ーガースクリュー１８により上方に排出される。In FIG. 12, 16 is an earth auger whose blade is made of a cemented carbide tip or the like, and 19 is a casing tube. The earth auger 16 is slidably inserted into the casing tube 19, and excavation is carried out by pressing the earth auger 16 in the direction of arrow P in the figure and pressing the head 17 of the earth auger 16 onto a predetermined ground 11. This is done by rotating the earth auger 16 in the Q direction in the figure. On the other hand, the casing tube 19 is moved up and down along the wall of the excavation hole 12 formed by the earth auger 16, and the earth and sand remaining on the hole wall are scraped off.
It is inserted into 2. Further, the earth and sand generated by excavation is discharged upward by the auger screw 18.
【０００４】図１３は、従来の掘削工法における掘削終
了時の状況を示すものである。アースオーガー１６とケ
ーシングチューブ１９とを掘削孔１２から引き上げた後
、掘削孔１２内に、掘削孔１２の外壁をなすパイプ７が
挿入されている。ここで、掘削孔１２の内径は、パイプ
７の挿入が可能となるよう、パイプ７の外径に対し十分
大きくなければならない。FIG. 13 shows the situation at the end of excavation in the conventional excavation method. After the earth auger 16 and the casing tube 19 are pulled up from the excavated hole 12, the pipe 7 forming the outer wall of the excavated hole 12 is inserted into the excavated hole 12. Here, the inner diameter of the excavated hole 12 must be sufficiently larger than the outer diameter of the pipe 7 so that the pipe 7 can be inserted therein.
【０００５】[0005]
【発明が解決しようとする課題】しかしながら、上記従
来の掘削工法においてはケーシングチューブ１９とパイ
プ７を併用しなければならなかった。また、掘削孔１２
の内径をパイプ７の外径に対し十分大きくするため、過
剰な掘削を行わなければならないという問題があった。
更に、隙間が大きいため、掘削孔１２内におけるパイプ
７の安定性を高める目的で、必要に応じ、パイプ７挿入
後、掘削孔１２とパイプとの隙間にコンクリート等を充
填する等の作業を行うことがあった。そして、これらは
いずれも、作業性を低下させるのみならず、資材の節約
という点からも問題となっていた。更に、上記従来の方
法においては、地盤１１を直接安定化させる手段をもた
ないため、軟弱な地盤１１に対しては、掘削孔１２の作
成が困難であるという問題があった。However, in the conventional excavation method described above, the casing tube 19 and the pipe 7 had to be used together. In addition, drilling hole 12
In order to make the inner diameter of the pipe 7 sufficiently larger than the outer diameter of the pipe 7, there was a problem in that excessive excavation had to be performed. Furthermore, since the gap is large, in order to increase the stability of the pipe 7 inside the excavation hole 12, work such as filling the gap between the excavation hole 12 and the pipe with concrete or the like is performed as necessary after inserting the pipe 7. Something happened. All of these problems not only reduce work efficiency but also cause problems in terms of saving materials. Furthermore, the conventional method described above has a problem in that it is difficult to create the excavation hole 12 in the soft ground 11 because it does not have a means for directly stabilizing the ground 11.
【０００６】[0006]
【課題を解決するための手段】本発明は、掘削工具を用
い掘削を行い、掘削により形成された掘削孔の周囲を孔
壁崩壊防止用のパイプで補強してなる掘削工法において
、[Means for Solving the Problems] The present invention provides an excavation method in which excavation is performed using an excavation tool, and the periphery of the excavation hole formed by the excavation is reinforced with a pipe for preventing collapse of the hole wall.
【０００７】円筒状をなすパイプと、その一部に形成さ
れ、前記パイプの壁面を貫通する流路を有するストレー
ナーと、当該パイプ内に挿通され、先端に前記パイプの
外径以上に拡径可能なビットを装着した掘削工具と、前
記掘削工具の前記パイプ先端方向への移動を規制する規
制部材からなる掘削設備と、円筒状をなし、前記パイプ
より細径のチューブとを有し、[0007] A cylindrical pipe, a strainer formed in a part of the pipe and having a flow path that penetrates the wall surface of the pipe, and a strainer that is inserted into the pipe and whose tip can be expanded to a diameter larger than the outer diameter of the pipe. a drilling tool equipped with a bit, a regulating member for regulating the movement of the drilling tool toward the tip of the pipe, and a cylindrical tube having a smaller diameter than the pipe;
【０００８】前記ビットを前記パイプ先端から突出させ
、かつ拡径させた状態で掘削を行うとともに前記パイプ
を地中に挿入し、掘削終了後、前記ビットを縮径して前
記掘削工具のみを前記掘削孔より引き上げ、更に、前記
掘削孔内に前記チューブを挿入後、前記パイプと前記チ
ューブ間の隙間に充填剤を圧入し、前記流路から前記掘
削孔周辺の地盤中に前記充填剤を浸出させてなる掘削工
法である。[0008] Excavation is performed with the bit protruding from the tip of the pipe and with its diameter expanded, and the pipe is inserted into the ground. After the excavation is completed, the bit is reduced in diameter and only the excavation tool is After pulling the tube out of the excavation hole and inserting the tube into the excavation hole, a filler is press-fitted into the gap between the pipe and the tube, and the filler is leached into the ground around the excavation hole from the flow path. This is an excavation method.
【０００９】[0009]
【作用】本発明においては、掘削により形成された掘削
孔の内径が当該掘削孔に挿入されたパイプの外径以上で
、かつ前記内径と、前記外径との差が極めて小さいので
、掘削の際に前記掘削孔に挿入されたパイプを直接前記
掘削孔の外壁として使用することができる。一方、流路
から地盤中に浸出した充填剤の作用により、パイプ周囲
の地盤が強固なものとされるため、いかなる地盤に対し
ても、常に安定した掘削孔の作成が可能である。更に、
前記充填剤が、前記掘削孔内に挿入されたチューブ外周
と前記パイプ内周間の隙間にのみ圧入されるので、充填
剤の量およびその圧入に要する圧力が低減できる。
従って、掘削の工程が簡略化されるとともに、掘削に要
する資材が節約される。[Operation] In the present invention, the inner diameter of the borehole formed by excavation is greater than or equal to the outer diameter of the pipe inserted into the borehole, and the difference between the inner diameter and the outer diameter is extremely small. In this case, the pipe inserted into the borehole can be directly used as the outer wall of the borehole. On the other hand, the ground around the pipe is strengthened by the action of the filler leached into the ground from the channel, so it is possible to always create a stable excavation hole in any ground. Furthermore,
Since the filler is press-fitted only into the gap between the outer periphery of the tube inserted into the excavated hole and the inner periphery of the pipe, the amount of filler and the pressure required for press-fitting the filler can be reduced. Therefore, the excavation process is simplified and the materials required for excavation are saved.
【００１０】0010
【実施例】以下、図面に基づき、本発明の実施例につい
て、更に詳しく説明する。Embodiments Hereinafter, embodiments of the present invention will be described in more detail with reference to the drawings.
【００１１】本発明に用いられる掘削工具の例を図１〜
図３に示す。この掘削工具は、圧縮空気を駆動源とする
ハンマ（図示せず）の衝撃力およびハンマシリンダ１の
回転力を受けるデバイス２の底面に、当該デバイス２の
中心に対して点対称に２個の軸穴２Ａ，２Ｂを形成し、
各々の軸穴２Ａ，２Ｂに、ビット軸３Ａ，３Ｂを軸回り
に回転自在にかつ抜け止めして嵌入し、各々のビット軸
３Ａ，３Ｂの先端部に、デバイス２の径とほぼ同径の略
半円形状をなし、かつ先端面に多数のチップ４が植設さ
れたビット５Ａ，５Ｂを互いの直状端面６Ａ，６Ｂを対
向した状態で設け、ビット軸３Ａ，３Ｂの位置を、デバ
イス２が所定方向に回転した際に、ビット５Ａ，５Ｂの
各々一方の端部が共にデバイス２の外周面より所定の掘
削量だけ突出し、かつその際に両ビットの直状端面６Ａ
，６Ｂが互いに当接するようデバイス２の中心から偏心
させてなるものである。Examples of excavation tools used in the present invention are shown in FIGS.
Shown in Figure 3. This excavation tool has two points symmetrical about the center of the device 2 on the bottom surface of the device 2, which receives the impact force of a hammer (not shown) and the rotational force of the hammer cylinder 1, which is driven by compressed air. Forming shaft holes 2A and 2B,
The bit shafts 3A, 3B are fitted into the respective shaft holes 2A, 2B so as to be rotatable around the shaft and not come off. Bits 5A and 5B each having a substantially semicircular shape and having a large number of tips 4 implanted in their tip surfaces are provided with their straight end surfaces 6A and 6B facing each other, and the positions of the bit shafts 3A and 3B are adjusted according to the device. 2 rotates in a predetermined direction, one end of each of the bits 5A and 5B protrudes from the outer peripheral surface of the device 2 by a predetermined excavation amount, and at this time, the straight end surfaces 6A of both bits
, 6B are eccentric from the center of the device 2 so that they abut each other.
【００１２】上記掘削工具は、上記切削工具とほぼ同径
のパイプ７内に摺動可能に挿通され、また、パイプ７の
一部には、必要に応じ、パイプ７の壁面を貫通する流路
８Ａを有するストレーナー８が設けられている。このス
トレーナー８は、パイプ７壁面から掘削孔１２周辺の地
盤１１への液体の浸出を可能とするためのもので、流路
８Ａの形状は、掘削を行う地盤１１の地質等に合わせて
任意に設定可能である。The excavation tool is slidably inserted into a pipe 7 having approximately the same diameter as the cutting tool, and a part of the pipe 7 is provided with a flow path penetrating the wall surface of the pipe 7, if necessary. A strainer 8 with 8A is provided. This strainer 8 is for allowing liquid to seep from the wall surface of the pipe 7 into the ground 11 around the excavation hole 12, and the shape of the flow path 8A can be arbitrarily selected according to the geology of the ground 11 where excavation is to be performed. Configurable.
【００１３】流路８Ａの形状の例を、図４および図５に
示す。図４はパイプ７の軸線方向に沿ってスリット状の
長穴を設けた例、また、図５は丸穴を設けた例である。
更に、パイプ７先端部内周には、デバイス２の外周面に
形成された拡径部９に径合する縮径管１０が、溶接等の
方法で一体に固着されている。Examples of the shape of the flow path 8A are shown in FIGS. 4 and 5. FIG. 4 shows an example in which a slit-like elongated hole is provided along the axial direction of the pipe 7, and FIG. 5 shows an example in which a round hole is provided. Furthermore, a diameter-reducing tube 10 that fits in the diameter-enlarged portion 9 formed on the outer peripheral surface of the device 2 is integrally fixed to the inner periphery of the tip of the pipe 7 by a method such as welding.
【００１４】次に、上記掘削工具を用いた、本発明にお
ける掘削工法について説明する。Next, the excavation method according to the present invention using the above-mentioned excavation tool will be explained.
【００１５】図６は、上記例における掘削の状況を示す
ものである。この場合 ビット５Ａ，５Ｂをパイプ７
先端から突出させ、デバイス２をハンマシリンダ１によ
り所定方向（図３中矢印Ｘ）に回転させると、ビット５
Ａ，５Ｂが、図２に示すような状態から掘削抵抗により
ビット軸３Ａ，３Ｂを軸として自転し、その結果、図３
に示すように、ビット５Ａ、５Ｂの直状端面６Ａ，６Ｂ
の一端部がデバイス２の外周面より所定量だけ突出する
とともに、直状端面６Ａ，６Ｂの一部が互いに当接し、
ビット５Ａ，５Ｂの自転が停止する。この状態でビット
５Ａ，５Ｂにデバイス２の回転力およびハンマの衝撃力
を与えると、ビット５Ａ，５Ｂが上下動し、チップ４に
よる地盤１１の局部的な圧潰と剪断破壊が起こり、掘削
が行われる。FIG. 6 shows the excavation situation in the above example. In this case, bits 5A and 5B are pipe 7
When the device 2 is protruded from the tip and rotated in a predetermined direction (arrow X in FIG. 3) by the hammer cylinder 1, the bit 5
A and 5B rotate around the bit shafts 3A and 3B due to excavation resistance from the state shown in FIG. 2, and as a result, the state shown in FIG.
As shown in FIG.
One end protrudes from the outer peripheral surface of the device 2 by a predetermined amount, and a portion of the straight end surfaces 6A, 6B abuts each other,
The rotation of bits 5A and 5B stops. When the rotational force of the device 2 and the impact force of the hammer are applied to the bits 5A and 5B in this state, the bits 5A and 5B move up and down, causing local crushing and shear failure of the ground 11 by the chips 4, and excavation is carried out. be exposed.
【００１６】一方、前記上下動に伴う拡径部９と縮径管
１０との接触により、ハンマの衝撃力が掘削と同時にパ
イプ７に伝達され、その衝撃力とパイプ７の自重により
、パイプ７先端が地盤１１に食い込む。ここで、縮径管
１０が拡径部９の下方に位置するため、前記衝撃力はパ
イプ７を地盤１１中に押し込む方向にのみ伝わり、その
結果、掘削孔１２孔壁より浸出する水等による前記孔壁
の崩壊が有効に防止される。On the other hand, due to the contact between the enlarged diameter portion 9 and the reduced diameter pipe 10 due to the vertical movement, the impact force of the hammer is transmitted to the pipe 7 simultaneously with excavation, and the impact force and the weight of the pipe 7 cause the pipe 7 to The tip digs into the ground 11. Here, since the reduced diameter pipe 10 is located below the enlarged diameter part 9, the impact force is transmitted only in the direction of pushing the pipe 7 into the ground 11, and as a result, water etc. seeping from the wall of the excavation hole 12 Collapse of the pore walls is effectively prevented.
【００１７】なお、掘削の結果生じたした土砂等は、ハ
ンマシリンダ１内をハンマピストン（図示せず）が落下
する際に吐き出される圧縮空気が、デバイス２の底面に
設けた空気孔１３Ａ，１３Ｂから吹き出されることによ
り当該掘削工具先端から離間され、その後、デバイス２
に設けた排出溝１４を経由してパイプ７内に移り、そこ
から更に上方に排出される。Note that the compressed air discharged when the hammer piston (not shown) falls inside the hammer cylinder 1 is used to remove the earth and sand generated as a result of excavation through the air holes 13A and 13B provided at the bottom of the device 2. The device 2 is separated from the tip of the drilling tool by being blown from the
It moves into the pipe 7 via the discharge groove 14 provided in the pipe 7, and is discharged further upward from there.
【００１８】図７は、上記例における掘削終了時の状況
を示すものである。この場合、ハンマシリンダ１を前記
所定方向とは逆方向に回転させ、ビット５Ａ、５Ｂを図
２の位置へと戻すことにより、掘削工具がパイプ７内を
摺動可能となるので、ハンマシリンダ１を上方に引けば
、図８に示すように、前記掘削工具のみを掘削孔１２か
ら上方に引き出すことができる。FIG. 7 shows the situation at the end of excavation in the above example. In this case, by rotating the hammer cylinder 1 in the opposite direction to the predetermined direction and returning the bits 5A, 5B to the positions shown in FIG. By pulling upward, only the excavation tool can be pulled upward from the excavation hole 12, as shown in FIG.
【００１９】また、本発明においては、掘削終了後、図
９に示すように、掘削孔１２内に、より細径のチューブ
２０を挿入し、更に、図１０に示すように、パイプ７と
チューブ２０間の隙間２１に水ガラスまたはベントナイ
トのような充填剤２２を圧入し、充填剤２２を流路８Ａ
から掘削孔１２周辺の地盤１１へと浸出、拡散させるこ
とにより、その部分の地盤１１を強固なものとするとと
もに、パイプ７と地盤１１とを一体化することができる
。この場合、充填剤２２はパイプ７とチューブ２０間の
隙間２１にのみ充填されるので、充填剤２２の量が小量
で済む他、その圧入時の圧力も低くてよい。なお、チュ
ーブ２０は、充填剤２２の圧入後、掘削孔１２より引き
上げ、再使用が可能である。Furthermore, in the present invention, after the excavation is completed, a tube 20 with a smaller diameter is inserted into the excavation hole 12, as shown in FIG. A filler 22 such as water glass or bentonite is press-fitted into the gap 21 between the holes 20 and 20, and the filler 22 is inserted into the flow path 8A.
By leaching and dispersing it into the ground 11 around the excavated hole 12, the ground 11 in that area can be strengthened, and the pipe 7 and the ground 11 can be integrated. In this case, since the filler 22 is filled only in the gap 21 between the pipe 7 and the tube 20, the amount of the filler 22 can be small, and the pressure when press-fitting the filler 22 can also be low. Note that, after the filler 22 is press-fitted, the tube 20 can be pulled up from the excavation hole 12 and reused.
【００２０】一方、ビット５Ａ，５Ｂの拡径時の外径と
パイプ７の外径がほぼ同径とされているので、掘削によ
り形成された掘削孔１２の内径と、掘削孔１２に挿入さ
れたパイプ７の外径との間の隙間αは極めて小さく、そ
のため、掘削孔１２内におけるパイプ７の安定性は非常
に高く、パイプ７を掘削孔１２の外壁として直接使用す
ることができる。従って、流路８Ａからの前記充填剤の
浸出による地盤１１の強化と相まって、軟弱な地盤１１
に対しても常に安定した掘削孔１２の作成が可能である
。On the other hand, since the outer diameter of the bits 5A, 5B when expanded and the outer diameter of the pipe 7 are approximately the same, the inner diameter of the drilled hole 12 formed by drilling and the diameter of the pipe inserted into the drilled hole 12 are approximately the same. The gap α between the outer diameter of the pipe 7 and the outer diameter of the pipe 7 is extremely small, so the stability of the pipe 7 inside the excavation hole 12 is very high, and the pipe 7 can be used directly as the outer wall of the excavation hole 12. Therefore, in combination with the strengthening of the ground 11 due to the leaching of the filler from the flow path 8A, the soft ground 11
It is also possible to create a stable excavation hole 12 at all times.
【００２１】ここで、拡径可能なビットの分割個数は３
個以上の複数個としてもよく、また、図１１に示すよう
に、必要に応じ、ハンマシリンダ１先端に、上記例のよ
うな拡径自在なビット５Ａ，５Ｂの代わりに、ダウンザ
ホールビット１５を始めとする従来形の掘削工具を取り
付け、穿孔を行うこともできる。なお、パイプ７をその
軸線方向に沿って複数に分割可能としておけば、必要に
応じて掘削孔１２内でパイプ７を分割し、掘削孔１２か
らパイプ７を引き上げることも可能である。[0021] Here, the number of divided bits that can be expanded in diameter is 3.
In addition, as shown in FIG. 11, if necessary, a down-the-hole bit 15 may be installed at the tip of the hammer cylinder 1 instead of the expandable bits 5A and 5B as in the above example. It is also possible to attach a conventional drilling tool to perform drilling. Note that if the pipe 7 can be divided into a plurality of parts along its axial direction, it is also possible to divide the pipe 7 within the excavation hole 12 and pull it up from the excavation hole 12 as necessary.
【００２２】[0022]
【発明の効果】以上説明した通り、本発明においては、
掘削により形成された掘削孔の内径が前記掘削孔に挿入
されたパイプの外径以上で、かつ前記内径と、前記外径
との差が極めて小さいので、掘削時に掘削孔に挿入され
たパイプを直接掘削孔の外壁として使用することができ
た。一方、ストレーナーに設けられた流路から地盤中に
浸出した充填剤の作用により、パイプ周囲の地盤が強固
なものとなり、また、パイプと地盤とが一体化したため
、いかなる地盤に対しても、常に安定した掘削孔の作成
が可能となった。更に、前記充填剤が、前記掘削孔内に
挿入されたチューブ外周と前記パイプ内周間の隙間にの
み圧入された結果、充填剤の量およびその圧入に要する
圧力が低減された。従って、掘削の工程が簡略化される
とともに、掘削に要する資材が節約された。[Effects of the Invention] As explained above, in the present invention,
The inner diameter of the borehole formed by drilling is greater than the outer diameter of the pipe inserted into the borehole, and the difference between the inner diameter and the outer diameter is extremely small. It could be used directly as the outer wall of the borehole. On the other hand, due to the action of the filler that seeps into the ground from the flow path provided in the strainer, the ground around the pipe becomes stronger, and since the pipe and the ground are integrated, it can always be used against any ground. It became possible to create stable drilling holes. Furthermore, since the filler was press-fitted only into the gap between the outer periphery of the tube inserted into the excavated hole and the inner periphery of the pipe, the amount of filler and the pressure required for press-fitting the filler were reduced. Therefore, the excavation process was simplified and the materials required for excavation were saved.
【図１】本発明の第一実施例に用いられる掘削工具の側
断面図である。FIG. 1 is a side sectional view of an excavation tool used in a first embodiment of the present invention.
【図２】本発明の第一実施例に用いられる掘削工具にお
ける、ビットを縮径した状態を示す平面図である。FIG. 2 is a plan view showing a state in which the diameter of the bit is reduced in the excavation tool used in the first embodiment of the present invention.
【図３】本発明の第一実施例に用いられる掘削工具にお
ける、ビットを拡径した状態を示す平面図である。FIG. 3 is a plan view showing a state in which the diameter of the bit is expanded in the excavation tool used in the first embodiment of the present invention.
【図４】本発明における、流路の形状の例を示す図であ
る。FIG. 4 is a diagram showing an example of the shape of a flow path in the present invention.
【図５】本発明における、流路の形状の例を示す図であ
る。FIG. 5 is a diagram showing an example of the shape of a flow path in the present invention.
【図６】本発明の第一実施例における、掘削作業の状況
を示す側断面図である。FIG. 6 is a side sectional view showing the state of excavation work in the first embodiment of the present invention.
【図７】本発明の第一実施例における、掘削終了時の状
況を示す側断面図である。FIG. 7 is a side sectional view showing the situation at the end of excavation in the first embodiment of the present invention.
【図８】本発明の第一実施例における、掘削工具引き上
げ作業の状況を示す側断面図である。FIG. 8 is a side sectional view showing the situation of the excavation tool lifting operation in the first embodiment of the present invention.
【図９】本発明の第一実施例における、充填剤圧入前の
状況を示す側断面図である。FIG. 9 is a side cross-sectional view showing the situation before the filler is press-fitted in the first embodiment of the present invention.
【図１０】本発明の第一実施例における、充填剤圧入後
の状況を示す側断面図である。FIG. 10 is a side sectional view showing the situation after the filler is press-fitted in the first embodiment of the present invention.
【図１１】本発明の第二実施例における、掘削作業の状
況を示す側断面図である。FIG. 11 is a side sectional view showing the state of excavation work in a second embodiment of the present invention.
【図１２】従来の掘削工法における、掘削作業の状況を
示す側断面図である。FIG. 12 is a side sectional view showing the state of excavation work in a conventional excavation method.
【図１３】従来の掘削工法における、掘削終了時の状況
を示す側断面図である。FIG. 13 is a side sectional view showing the situation at the end of excavation in a conventional excavation method.
１ ハンマシリンダ
２ デバイス
２Ａ，２Ｂ 軸穴
３Ａ，３Ｂ ビット軸
４ チップ
５Ａ、５Ｂ ビット
６Ａ，６Ｂ 直状端面
７ パイプ
８ ストレーナー
８Ａ 流路
９ 拡径部
１０ 縮径管
１１ 地盤
１２ 掘削孔
１３Ａ，１３Ｂ 空気孔
１４ 排出溝
１５ ダウンザホールビット
１６ アースオーガー
１７ ヘッド
１８ オーガースクリュー
１９ ケーシングチューブ
２０ チューブ
２１ 隙間
２２ 充填剤
α 掘削孔の内径と、掘削孔に挿入されたパイプの外
径間の隙間1 Hammer cylinder 2 Devices 2A, 2B Shaft holes 3A, 3B Bit shaft 4 Tips 5A, 5B Bits 6A, 6B Straight end surface 7 Pipe 8 Strainer 8A Flow path 9 Expanded diameter section 10 Reduced diameter pipe 11 Ground 12 Drilled hole 13A, 13B Air hole 14 Discharge groove 15 Down-the-hole bit 16 Earth auger 17 Head 18 Auger screw 19 Casing tube 20 Tube 21 Gap 22 Filler α Gap between the inner diameter of the drilled hole and the outer diameter of the pipe inserted into the drilled hole
Claims (1)
り形成された掘削孔の周囲を孔壁崩壊防止用のパイプで
補強してなる掘削工法において、円筒状をなすパイプと
、その一部に形成され、前記パイプの壁面を貫通する流
路を有するストレーナーと、当該パイプ内に挿通され、
先端に前記パイプの外径以上に拡径可能なビットを装着
した掘削工具と、前記掘削工具の前記パイプ先端方向へ
の移動を規制する規制部材からなる掘削設備と、円筒状
をなし、前記パイプより細径のチューブとを有し、前記
ビットを前記パイプ先端から突出させ、かつ拡径させた
状態で掘削を行うとともに前記パイプを地中に挿入し、
掘削終了後、前記ビットを縮径して前記掘削工具のみを
前記掘削孔より引き上げ、更に、前記掘削孔内に前記チ
ューブを挿入後、前記パイプと前記チューブ間の隙間に
充填剤を圧入し、前記流路から地盤中に前記充填剤を浸
出させたことを特徴とする掘削工法。Claim 1: An excavation method in which excavation is carried out using an excavation tool, and the circumference of the excavated hole formed by the excavation is reinforced with a pipe to prevent collapse of the hole wall. a strainer having a flow path formed therein and penetrating the wall surface of the pipe; and a strainer inserted into the pipe;
excavation equipment comprising: an excavation tool equipped with a bit that can be expanded in diameter to a diameter larger than the outer diameter of the pipe; having a tube with a smaller diameter, the bit protrudes from the tip of the pipe and excavates with the diameter expanded, and the pipe is inserted into the ground;
After completing the excavation, the bit is reduced in diameter and only the excavation tool is pulled up from the excavation hole, and further, after the tube is inserted into the excavation hole, a filler is press-fitted into the gap between the pipe and the tube, An excavation method characterized in that the filler is leached into the ground from the flow path.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP9169591A JP2822688B2 (en) | 1991-03-29 | 1991-03-29 | Excavation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP9169591A JP2822688B2 (en) | 1991-03-29 | 1991-03-29 | Excavation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH04302694A true JPH04302694A (en) | 1992-10-26 |
| JP2822688B2 JP2822688B2 (en) | 1998-11-11 |
Family
ID=14033654
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP9169591A Expired - Lifetime JP2822688B2 (en) | 1991-03-29 | 1991-03-29 | Excavation method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2822688B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04306393A (en) * | 1991-04-02 | 1992-10-29 | Tokyo Ookura Sangyo Kk | Ground boring method |
| KR100395839B1 (en) * | 2000-09-06 | 2003-08-27 | 홍지기술산업주식회사 | Sheet Pile and Construction Method thereof |
-
1991
- 1991-03-29 JP JP9169591A patent/JP2822688B2/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04306393A (en) * | 1991-04-02 | 1992-10-29 | Tokyo Ookura Sangyo Kk | Ground boring method |
| KR100395839B1 (en) * | 2000-09-06 | 2003-08-27 | 홍지기술산업주식회사 | Sheet Pile and Construction Method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2822688B2 (en) | 1998-11-11 |
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