JP2008075266A - Method of constructing pile - Google Patents

Method of constructing pile Download PDF

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JP2008075266A
JP2008075266A JP2006252822A JP2006252822A JP2008075266A JP 2008075266 A JP2008075266 A JP 2008075266A JP 2006252822 A JP2006252822 A JP 2006252822A JP 2006252822 A JP2006252822 A JP 2006252822A JP 2008075266 A JP2008075266 A JP 2008075266A
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casing
tip
excavating
excavation
taper
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Toshiya Sakai
俊也 坂井
Noriyuki Okada
憲幸 岡田
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HOKUKON MATERIAL KK
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HOKUKON MATERIAL KK
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Abstract

<P>PROBLEM TO BE SOLVED: To increase a supporting force by reducing the amount of an excavated and discharged soil and increasing the friction between a sediment loosened due to the excavation and the surface of a resistant body by using an excavating method using a casing. <P>SOLUTION: An excavating and agitating device 4 is inserted into a casing 1 having a converged taper 2 formed at the distal end and an excavating edge 3. An excavating edge 41 at the distal end projects from the distal end of the casing 1. The casing 1 is rotated to start the excavation. An excavated sediment is pushed to the side by the taper 2 to suppress the amount of the sediment advancing from the distal end opening of the casing 1 thereinto. A foot protection liquid is injected to the bottom part at a predetermined depth to form a foot protection part 5. The excavating and agitating device 4 is pulled up while injecting a binder into the casing 1 to form the soil in the casing into a soil mortar. A pile 6 is pushed into the casing while rotating until the distal end of the pile reaches the foot protection part 5. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

この発明は、ケーシングを使用して掘削排土量を少なくした杭の埋設築造方法に関する。   The present invention relates to a pile embedding method using a casing to reduce the amount of excavated soil.

既成杭の埋設工法には、先掘や中掘工法がある。掘削残土は産業廃棄物として処分しなければならず労力と費用を必要とした。そのため、掘削残土を少なくする工法が提案された。
一例を挙げると、特許文献１（特公昭６０−２７３５４号公報）に開示される掘孔装置などが各種提案された。特許文献１の掘孔装置は、先掘りに使用するオーガロッドの断面を三角形として頂点部分を圧土面に形成し、オーガロッドの先端部に設けた掘削刃によって掘削された土砂がオーガロッドの周辺を上昇しようとする際にオーガロッドの圧土面で孔壁に押しつけ、排土せずに掘削穴の壁面を強固な圧密壁とするものである。
特許文献２には、先端を先細りテーパとしたケーシングを使用して無排土で杭を埋設することが記載されている。この工法は、ケーシングを使用して所定の深度まで掘削した後、オーガを地上に引き上げて杭を建て込み、ケーシングと杭の隙間を掘削土砂で埋め、次いでケーシングを地上に引き上げ、地上に残置した土砂の全量をケーシングを引き上げた空洞部分及び杭の内方へ埋め戻して地上に土砂を残さないようにして杭を埋設する方法である。 There are pre-excavation and intermediate excavation methods for burying existing piles. The excavated surplus soil must be disposed of as industrial waste, requiring labor and cost. Therefore, a method to reduce the excavated soil was proposed.
For example, various drilling devices disclosed in Patent Document 1 (Japanese Patent Publication No. 60-27354) have been proposed. In the drilling device of Patent Document 1, the cross-section of an auger rod used for pre-digging is triangular and the apex portion is formed on a compacted surface, and the earth and sand excavated by the excavating blade provided at the tip of the auger rod When trying to ascend the periphery, the auger rod is pressed against the hole wall with the pressure surface, and the wall surface of the excavation hole is made a strong compacted wall without discharging.
Patent Document 2 describes that a pile is buried without drainage using a casing having a tapered tip and a tapered end. In this method, after excavating to a predetermined depth using a casing, the auger is pulled up to the ground to build a pile, the gap between the casing and the pile is filled with excavated earth and sand, then the casing is lifted to the ground and left on the ground This is a method of burying piles so that the entire amount of earth and sand is backfilled inside the hollow portion where the casing is pulled up and the inside of the piles so as not to leave earth and sand on the ground.

特公昭６０−２７３５４号公報Japanese Patent Publication No. 60-27354 特開２００５−２４８４３９号公報JP 2005-248439 A

特許文献２の工法は、掘削土砂を埋め戻すものであり、掘削で緩んだ土砂と杭体表面との摩擦は多くは期待できない。この発明は、杭体表面に作用する周辺地盤との摩擦をより大きくするものである。   The construction method of Patent Document 2 is to refill excavated earth and sand, and much friction between the earth and sand loosened by excavation and the pile body surface cannot be expected. This invention makes a friction with the surrounding ground which acts on a pile body surface larger.

先端部がテーパである先細りのケーシングに掘削撹拌装置を挿入し、掘削撹拌装置の先端掘削刃をケーシング先端より突出させてケーシングを回転しながら地中に掘進して所定深度にケーシングを埋設し、掘削底部に根固め液を注入し、更に固結材を注入しながらケーシング内の土砂と固結材を混合して掘削撹拌装置を引き上げ、ケーシング内に杭を建て込み、ケーシングを引き上げるものであり、掘削土砂と固結材の混合物によって杭の周辺を固めることによって、杭に作用する周辺摩擦力を増大させるものである。   Insert the excavator and agitation device into a tapered casing with a tapered tip, bury the casing at a predetermined depth by digging into the ground while rotating the casing by projecting the tip excavation blade of the excavation and agitation device from the casing tip, Injecting root-setting liquid into the bottom of the excavation, further adding the caking material, mixing the earth and sand in the casing with the caking material, pulling up the excavating stirrer, building a pile in the casing, and lifting the casing The periphery friction force acting on the pile is increased by hardening the periphery of the pile with a mixture of excavated earth and sand.

先端部がテーパである先細りのケーシングに掘削撹拌装置を挿入し、掘削撹拌装置の先端掘削刃をケーシング先端より突出させてケーシングを回転しながら地中に掘進して所定深度にケーシングを埋設し、掘削底部に根固め液を注入し、更に固結材を注入しながらケーシング内の土砂と固結材を混合して掘削撹拌装置を引き上げ、ケーシング内に杭を建て込み、ケーシングを引き上げるものであり、掘削土砂と固結材の混合物によって杭の周辺を固めているので、杭に作用する周辺摩擦力が大きくなり、杭の支持力が大きくなる。
また、ケーシング先端のテーパ部分によって、掘削刃によって掘削された土砂は、側壁に押しやられて孔壁に押しつけられるので、ケーシング内に進入する土砂量が少なくなり、結果的に地上に排出される土砂をほぼゼロとすることができる。したがって、産業廃棄物が少なくなり、排土処理にかけるコストを低減することができ、杭の施工コストを低減することができる。 Insert the excavation and agitation device into a tapered casing with a tapered tip, and dig into the ground while rotating the casing by projecting the tip excavation blade of the excavation and agitation device from the tip of the casing, and embed the casing at a predetermined depth, Injecting root-setting liquid into the bottom of the excavation, further adding the caking material, mixing the earth and sand in the casing with the caking material, pulling up the excavation stirrer, building a pile in the casing, and lifting the casing Since the periphery of the pile is solidified by the mixture of excavated earth and sand, the peripheral frictional force acting on the pile is increased, and the supporting force of the pile is increased.
In addition, since the earth and sand excavated by the excavating blade is pushed by the side wall and pressed against the hole wall by the taper portion at the tip of the casing, the amount of earth and sand entering the casing is reduced, and as a result, the earth and sand discharged to the ground is discharged. Can be almost zero. Therefore, the amount of industrial waste is reduced, the cost for the soil removal treatment can be reduced, and the construction cost of the pile can be reduced.

実施例１
図１は、本発明の実施例の杭の埋設方法の工程の説明図である。
実施例１で使用するケーシング１は、図２にその詳細を示すように、先端が先細りのテーパ２が形成してあると共に掘削刃３が形成してある。この実施例は、直径５００ｍｍ、長さ１４ｍのＰＨＣ杭を埋設するものであり、ケーシング１は直径８００ｍｍであり、外周にピッチ８００ｍｍのラセン突起１１（図２参照）を形成したものを使用した。
ケーシング１の先端口径は６５０ｍｍであり、ケーシング内部に挿入する掘削撹拌装置４がケーシングの先端より外に突出することができる。テーパ２は、先端から２ｍの長さとした。ケーシング１の肉厚は直管部が２０ｍｍであり、テーパ２の部分は掘削土砂との摩擦による摩耗を考慮して肉厚３０ｍｍとした。 Example 1
Drawing 1 is an explanatory view of the process of the embedding method of the pile of the example of the present invention.
As shown in detail in FIG. 2, the casing 1 used in the first embodiment has a taper 2 with a tapered tip and a drilling blade 3. In this embodiment, a PHC pile having a diameter of 500 mm and a length of 14 m is embedded, and the casing 1 has a diameter of 800 mm and a spiral projection 11 (see FIG. 2) having a pitch of 800 mm is formed on the outer periphery.
The tip diameter of the casing 1 is 650 mm, and the excavating and stirring device 4 inserted into the casing can protrude outward from the tip of the casing. The taper 2 was 2 m long from the tip. The thickness of the casing 1 is 20 mm at the straight pipe portion, and the thickness of the taper 2 portion is 30 mm in consideration of wear due to friction with the excavated earth and sand.

ケーシング１内に掘削撹拌軸の先端が掘削刃４１とそれに続くラセン翼４２、その上部に撹拌翼４３が設けてある掘削撹拌装置４を挿入し、先端の掘削刃４１をケーシング１の先端より突出させ、ケーシング１と掘削撹拌装置４を回転し、先端掘削刃４１からエアを噴出しながら掘削を開始した。   Inserted into the casing 1 is the excavating blade 41, the spiral blade 42 that follows the excavating blade 41, and the excavating and stirring device 4 provided with the stirring blade 43 on the upper portion thereof. Then, the casing 1 and the excavation stirring device 4 were rotated, and excavation was started while air was ejected from the distal excavation blade 41.

掘削刃４１で掘削された土砂はテーパ２によって側方に押しやられ、ケーシング１の先端開口からケーシング１内に進入する土砂量を抑制する。
所定の深度まで掘削したところで、掘削撹拌装置４の注入装置（図示しない）を使用してセメントミルクなどの根固め液を底部に注入して根固め部５を形成する。 The earth and sand excavated by the excavating blade 41 is pushed to the side by the taper 2, and the amount of earth and sand entering the casing 1 from the front end opening of the casing 1 is suppressed.
When excavating to a predetermined depth, a root hardening solution such as cement milk is injected into the bottom using an injection device (not shown) of the excavating and stirring device 4 to form the root hardening portion 5.

更に、注入装置を使用してセメントミルク等の固結材をケーシング１内に注入しながら掘削撹拌装置４を回転して引き上げ、固結材とケーシング内の土砂を混合してケーシング内の土砂をソイルモルタルにする。
杭６を回転させながらケーシング内に押し込み、杭先端を根固め部５まで到達させる。
杭の位置及び杭頭高さを調整し、ケーシング１を掘削のときとは逆に回転させながら引き抜き、杭６の埋設を完了する。 Further, the excavating and agitating device 4 is rotated and pulled up while injecting a cemented material such as cement milk into the casing 1 using an injection device, and the consolidated material and the earth and sand in the casing are mixed to remove the earth and sand in the casing. Make soil mortar.
The pile 6 is pushed into the casing while rotating, and the tip of the pile is made to reach the root hardening part 5.
The pile position and pile head height are adjusted, and the casing 1 is pulled out while rotating in the opposite direction to the excavation, and the pile 6 is completely buried.

掘削完了時点で掘削撹拌装置を引き上げ、地下水で泥土化したケーシング１内の掘削土砂までの深さを測定したところ、地表から−４ｍの深さであり、ケーシング内の土砂量は４．１５１ｍ3である。この掘削土砂にセメントミルクを１．０７２ｍ3注入して掘削土砂と混合しソイルモルタルとした。
直径５００ｍｍ、長さ１４ｍのＰＨＣ杭をケーシング内に挿入したところ、ケーシング１からソイルモルタルがあふれ出した。このあふれ出たソイルモルタルは約０．６１ｍ3であり、埋設したケーシングの内部容量（４．１５１ｍ3）の約１５％であり、排土量を減少させることができた
また、ソイルモルタルが固結することによって杭体と地盤が一体化され、大きな周辺摩擦力が期待できる。 When the excavation agitator was pulled up when the excavation was completed and the depth to the excavated sediment in the casing 1 mudded with groundwater was measured, the depth was -4 m from the ground surface, and the amount of sediment in the casing was 4.151 m 3. It is. Cement milk was poured into the excavated sediment 1.072 m 3 and mixed with the excavated sediment to form a soil mortar.
When a PHC pile having a diameter of 500 mm and a length of 14 m was inserted into the casing, the soil mortar overflowed from the casing 1. This overflowing soil mortar is approximately 0.61 m 3, which is approximately 15% of the internal capacity (4.151 m 3 ) of the buried casing, and the amount of soil discharged can be reduced. By tying, the pile and the ground are integrated, and a large peripheral friction force can be expected.

掘削撹拌装置４の先端掘削刃４１を拡縮可能のものとすることによって、ケーシング１の先端開口の直径を小さくでき、ケーシング内に取り込まれる掘削土砂量を更に小さくすることができ、排土量をほぼゼロとすることが可能となる。また、杭先端を拡径することにより、先端支持力を増大させることも可能である。
テーパ２部分の長さは、掘削機の能力や地盤の性状を考慮して適宜変更することが望ましい。 By making the tip excavating blade 41 of the excavating and agitating device 4 expandable / contractable, the diameter of the tip opening of the casing 1 can be reduced, the amount of excavated earth and sand taken into the casing can be further reduced, and the amount of soil discharged can be reduced. It can be almost zero. It is also possible to increase the tip support force by expanding the pile tip diameter.
It is desirable that the length of the taper 2 portion is appropriately changed in consideration of the capability of the excavator and the properties of the ground.

実施例２
実施例２のケーシング１は、図３にその詳細を示すように、実施例１と同様に先端が先細りのテーパ２が形成してあると共に掘削刃（図示しない）が形成してある。ケーシング１の先端部の半周が切り欠いてあってスライド部１３が形成してあり、このスライド部３はケーシング１内部に移動可能に挿入した円筒体１４に溶接等で固定してあり、自重で下方にスライド可能である。
掘削時には、スライド部３は図３（１）に示すように先端部が掘削土に押し付けられており、スライド部３の先端とケーシング１のそれと同じ位置にあり、テーパ形状を保持している。
掘削が完了したときなどにケーシングを上昇させるとスライド部１３は自重で下方にスライドしてスライド部１３の先端部とケーシング１の先端部が図３（２）に示すように互い違いとなってケーシング１の先端の開口部が大きくなり、ケーシング内部の土砂が排出しやすくなる。ケーシング自体の作用としては実施例１のケーシングと同様である。
スライド部１３は、ケーシングの開口を大きくして排土しやすくするためであるので、必ずしも半周にする必要はなく、１／３周程度でも十分である。 Example 2
As shown in detail in FIG. 3, the casing 1 of the second embodiment has a taper 2 with a tapered tip and a drilling blade (not shown) as in the first embodiment. A half portion of the tip of the casing 1 is cut out to form a slide portion 13, and the slide portion 3 is fixed to a cylindrical body 14 movably inserted inside the casing 1 by welding or the like, It can slide down.
At the time of excavation, as shown in FIG. 3 (1), the tip of the slide portion 3 is pressed against the excavated soil, is located at the same position as the tip of the slide portion 3 and that of the casing 1, and maintains a tapered shape.
When the casing is raised when excavation is completed, the slide portion 13 slides downward under its own weight, and the tip portion of the slide portion 13 and the tip portion of the casing 1 are staggered as shown in FIG. The opening at the tip of 1 becomes large, and the earth and sand inside the casing can be easily discharged. The operation of the casing itself is the same as that of the casing of the first embodiment.
Since the slide part 13 is for enlarging the opening of the casing and facilitating soil removal, it is not always necessary to have a half circumference, and about 1/3 round is sufficient.

実施例３
実施例３のケーシング１は、図４に示すように、先端が先細りのテーパ２が形成してあると共に掘削刃３が形成してある。テーパ２には排土穴２１が形成してあり、排土穴２１にはスライド式のドア２２が設けてある。ドア２２は、ケーシング１のテーパの内面側に設けてあり、図４に示すように基端部に起伏可能な起動具２３が設けてある。起動具２３はドア２２の一端にブラケットが設けてあり、このブラケットにヒンジ２４によって起伏可能に取り付けてある。 Example 3
As shown in FIG. 4, the casing 1 of the third embodiment has a taper 2 with a tapered tip and a drilling blade 3. The taper 2 is formed with a discharge hole 21, and a slide type door 22 is provided in the discharge hole 21. The door 22 is provided on the inner surface side of the taper of the casing 1, and a starter 23 that can be raised and lowered is provided at the base end as shown in FIG. 4. The starter 23 is provided with a bracket at one end of the door 22, and is attached to the bracket by a hinge 24 so as to be raised and lowered.

起動具２３は、掘削時には図４の（１）に示すようにドア２２と平行に寝た状態であり、排土穴２１はドア２２で塞がれた状態である。掘削終了後等にケーシング１を逆転すると起動具２３は掘削穴の壁にあたり、図４（２）に示すようにドア２２に直角になるまで起立し、それ以上は倒れず直角の状態が維持されるので壁から抵抗を受けてドア２２がスライドし、排土穴が開の状態となるのでケーシング内に詰まった土砂を排土しやすくなる。
起動具２３は、図4（２）に示すように、起立したときに点線で示すケーシング１の直径（外径）より外側に出ない長さとしてあり、起動具２３が起立した状態であっても掘削穴の壁に干渉することなくケーシングを地上に引き上げることができる。 The starter 23 is in a state of lying down in parallel with the door 22 as shown in FIG. 4 (1) during excavation, and the earth removal hole 21 is in a state of being blocked by the door 22. When the casing 1 is reversed after completion of excavation or the like, the starter 23 hits the wall of the excavation hole and rises up to a right angle to the door 22 as shown in FIG. 4 (2). Therefore, the door 22 slides due to resistance from the wall, and the earth removal hole is opened, so that the earth and sand clogged in the casing can be easily removed.
As shown in FIG. 4 (2), the activation tool 23 has a length that does not protrude outside the diameter (outer diameter) of the casing 1 indicated by a dotted line when it stands, and the activation tool 23 is in a standing state. The casing can be raised to the ground without interfering with the wall of the excavation hole.

実施例４
実施例４のケーシング１は、図５に示すように、ケーシング本体１０とテーパ部１１を分離したものである。テーパ部１１がケーシング本体１０より小さな径としてあり、ケーシング本体１０先端部から出し入れ可能としたものである。
テーパ部１１の中央に掘削撹拌装置４のホルダー１２が設けてあり、掘削撹拌装置４はテーパ部１１に対して回転可能に組み立ててある。更に、テーパ部１１とケーシング本体１０には一体化のためのロック装置１５、１６が設けてあり、掘削撹拌装置４とテーパ部１１を一体にしてケーシング本体１０内に挿入して先端部まで降ろし、掘削撹拌装置軸４を正転させるとロック装置１５によってケーシング本体１０とテーパ部１１が一体化される。 Example 4
As shown in FIG. 5, the casing 1 according to the fourth embodiment is obtained by separating the casing body 10 and the tapered portion 11. The tapered portion 11 has a smaller diameter than the casing body 10 and can be taken in and out from the front end portion of the casing body 10.
A holder 12 for the excavating and agitating device 4 is provided at the center of the tapered portion 11, and the excavating and agitating device 4 is assembled so as to be rotatable with respect to the tapered portion 11. Furthermore, the taper portion 11 and the casing body 10 are provided with locking devices 15 and 16 for integration, and the excavating and stirring device 4 and the taper portion 11 are integrally inserted into the casing body 10 and lowered to the tip. When the excavating and stirring device shaft 4 is rotated forward, the casing body 10 and the tapered portion 11 are integrated by the lock device 15.

掘削撹拌装置４をテーパ部１１の先端から突出させて掘削を開始する。所定の深さまで掘削したところで掘削撹拌装置４を引き上げてテーパ部１１内に戻し、逆転させることによってテーパ部１１とケーシング本体１０のロックを解除し、テーパ部１１を上昇させて地上に引き上げる。
テーパ部１１が引き上げられており、ケーシング本体１０の下端は直線上のものであって径が大きくなっており、ケーシング内に充填された掘削土砂の排土が容易である。 The excavation stirring device 4 is protruded from the tip of the taper portion 11 to start excavation. When excavating to a predetermined depth, the excavating and agitating device 4 is lifted back into the tapered portion 11 and reversed to release the lock between the tapered portion 11 and the casing body 10, and the tapered portion 11 is raised and pulled to the ground.
The taper part 11 is pulled up, the lower end of the casing body 10 is straight and has a large diameter, and it is easy to remove the excavated sediment filled in the casing.

本発明の工程説明図。Process explanatory drawing of this invention. 実施例１のケーシングの正面図。The front view of the casing of Example 1. FIG. 実施例２のケーシングの説明図。Explanatory drawing of the casing of Example 2. FIG. 実施例３のケーシングの説明図。Explanatory drawing of the casing of Example 3. FIG. 実施例４のケーシングの説明図。Explanatory drawing of the casing of Example 4. FIG.

符号の説明Explanation of symbols

１ ケーシング
２ テーパ
２１ 排土穴
２２ ドア
２３ 起動具
３ 掘削刃
４ 掘削撹拌装置
５ 根固め部 DESCRIPTION OF SYMBOLS 1 Casing 2 Taper 21 Soil removal hole 22 Door 23 Starting tool 3 Excavation blade 4 Excavation stirring apparatus 5 Root solidification part

Claims (8)

先端部を先細りのテーパとしたケーシングに、注入装置が設けてある掘削撹拌装置を挿入し、掘削撹拌装置の先端掘削刃をケーシング先端より突出させてケーシングを回転しながら地中に掘進して所定深度にケーシングを埋設し、掘削底部に根固め液を注入し、更に掘削撹拌装置を回転して引き上げながら固結材を注入してケーシング内の土砂と固結材を混合し、ケーシング内に杭を建て込む杭の構築方法。 The excavator and agitation device provided with the injection device is inserted into the taper with the tip tapered, and the excavation and agitation device protrudes from the front end of the excavation and agitation device while rotating the casing to dig into the ground. The casing is buried at a depth, the rooting liquid is injected into the bottom of the excavation, and further, the caulking material is injected while rotating the excavating agitator, and the earth and sand in the casing are mixed with the caulking material. How to build a pile to build. 請求項１において、ケーシング先端に掘削刃が設けてある杭の構築方法。 The method for constructing a pile according to claim 1, wherein an excavating blade is provided at a tip of the casing. 請求項１または２において、ケーシングの外周にラセン突起が形成してある杭の構築方法。 The method for constructing a pile according to claim 1 or 2, wherein a helical projection is formed on the outer periphery of the casing. 請求項１〜３のいずれかにおいて、掘削撹拌装置の掘削刃は拡縮可能なものである杭の構築方法。 4. The method for constructing a pile according to claim 1, wherein the excavating blade of the excavating and agitating device is expandable / contractable. 先端が先細りのテーパが形成してあると共に掘削刃が形成してあり、ケーシング１の先端部の一部が切り欠いてあって、スライド部がケーシング内部に移動可能に挿入した円筒体に溶接等で固定してあり、上下にスライド可能としたケーシング。 A taper with a tapered tip is formed and an excavating blade is formed. A part of the tip of the casing 1 is notched, and a slide part is welded to a cylindrical body movably inserted into the casing. A casing that is fixed by slidable up and down. 先端が先細りのテーパが形成してあると共に掘削刃が形成してあり、テーパ部分に排土穴が形成してあり、排土穴にはスライド式のドアが設けてあり、ケーシングの逆転によってドアが開くケーシング。 Tapered taper at the tip and excavation blades are formed, and a drainage hole is formed in the taper part. A slide type door is provided in the drainage hole, and the door is opened by reversing the casing. casing. 請求項６において、ドアの端部に起動具が起伏可能に取り付けてあり、ケーシングの逆転によって起動具が起立してドアを開けるケーシング。 7. The casing according to claim 6, wherein an activation tool is attached to an end portion of the door so as to be raised and lowered, and the activation tool stands up and opens the door by reversing the casing. ケーシング本体にテーパ部が内挿してあってケーシング本体先端部から出し入れ可能であり、テーパ部は中央に掘削撹拌装置のホルダーが設けてあるとともに、テーパ部とケーシング本体を一体化するロック装置が設けてあり、ケーシングの逆転によってロック装置のロックが解除されるケーシング。 A taper part is inserted in the casing body and can be inserted and removed from the tip of the casing body. The taper part is provided with a holder for the excavator and agitation device in the center, and a lock device is provided to integrate the taper part and the casing body. The casing is unlocked by reversing the casing.
JP2006252822A 2006-09-19 2006-09-19 Method of constructing pile Pending JP2008075266A (en)

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JP2012140787A (en) * 2010-12-28 2012-07-26 Nomura Shoten Co Ltd Construction method of pile body and casing pipe used for the same, and foundation structure constructed thereby
RU2465402C2 (en) * 2010-12-29 2012-10-27 Государственное образовательное учреждение высшего профессионального образования Московский государственный строительный университет (ГОУ ВПО МГСУ) Plant and method for soil compaction
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CN102912791A (en) * 2012-10-15 2013-02-06 中冶交通工程技术有限公司 Construction method of bored pile
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JP2013234557A (en) * 2011-08-25 2013-11-21 Japan Inspection Organization Excavation head of excavation rod and excavating equipment for constructing hydraulic solidification material liquid substitution column
CN103758155A (en) * 2014-01-16 2014-04-30 东南大学 Underground diaphragm wall joint and construction method thereof
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JPWO2015052752A1 (en) * 2013-10-07 2017-03-09 株式会社サムシング Casing underground entrainment device and casing underground entrainment method using the same
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JP2012140787A (en) * 2010-12-28 2012-07-26 Nomura Shoten Co Ltd Construction method of pile body and casing pipe used for the same, and foundation structure constructed thereby
RU2465402C2 (en) * 2010-12-29 2012-10-27 Государственное образовательное учреждение высшего профессионального образования Московский государственный строительный университет (ГОУ ВПО МГСУ) Plant and method for soil compaction
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CN103266600B (en) * 2013-05-17 2014-03-12 浙江省地质矿产工程公司 Construction method of occlusion pile of full reinforcement pile
CN103266600A (en) * 2013-05-17 2013-08-28 浙江省地质矿产工程公司 Occlusion pile of full reinforcement pile and construction method thereof
JPWO2015052752A1 (en) * 2013-10-07 2017-03-09 株式会社サムシング Casing underground entrainment device and casing underground entrainment method using the same
CN103758155A (en) * 2014-01-16 2014-04-30 东南大学 Underground diaphragm wall joint and construction method thereof
CN111472394A (en) * 2020-04-24 2020-07-31 三峡大学 Device for rapidly measuring mud wall protection performance and using method
CN111472394B (en) * 2020-04-24 2021-06-04 三峡大学 Device for rapidly measuring mud wall protection performance and using method

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