JPS58521A - Method and device for setting foundation pile - Google Patents
Method and device for setting foundation pileInfo
- Publication number
- JPS58521A JPS58521A JP9592581A JP9592581A JPS58521A JP S58521 A JPS58521 A JP S58521A JP 9592581 A JP9592581 A JP 9592581A JP 9592581 A JP9592581 A JP 9592581A JP S58521 A JPS58521 A JP S58521A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- shaft
- excavation
- excavating
- tip
- 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.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims description 19
- 238000009412 basement excavation Methods 0.000 claims abstract description 65
- 238000003756 stirring Methods 0.000 claims abstract description 27
- 239000002689 soil Substances 0.000 claims abstract description 16
- 238000009434 installation Methods 0.000 claims description 8
- 239000003795 chemical substances by application Substances 0.000 claims description 6
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 239000003583 soil stabilizing agent Substances 0.000 abstract description 8
- 239000004576 sand Substances 0.000 abstract description 7
- 230000008602 contraction Effects 0.000 abstract 1
- 238000013019 agitation Methods 0.000 description 10
- 238000005553 drilling Methods 0.000 description 4
- 239000002184 metal Substances 0.000 description 4
- 229910052751 metal Inorganic materials 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 241000239290 Araneae Species 0.000 description 1
- 241000894006 Bacteria Species 0.000 description 1
- 241000255925 Diptera Species 0.000 description 1
- 241000233866 Fungi Species 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 210000003746 feather Anatomy 0.000 description 1
- 239000011888 foil Substances 0.000 description 1
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 description 1
- 239000010931 gold Substances 0.000 description 1
- 229910052737 gold Inorganic materials 0.000 description 1
- 210000003127 knee Anatomy 0.000 description 1
- 239000004848 polyfunctional curative Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000003381 stabilizer Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/28—Placing of hollow pipes or mould pipes by means arranged inside the piles or pipes
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
Description
【発明の詳細な説明】 この発明はくいの設置工法およびその装置に関する。[Detailed description of the invention] The present invention relates to a pile installation method and apparatus.
従来の基礎ぐいの設置工法には。For the conventional foundation pile installation method.
(1)、へンiでの打込み工法
(2)、セメントずルクエ法
(3)、中堀工法
等があるが、上述(1)の方法はハンマでくい忙打撃を
与え、くいを陥入させる方法であり、騒音と振動が激し
く社会的環境上好ましくなく、更に、設置用穴の周辺地
盤がゆるみ、くいの周辺支持力が極めて低下する。また
(2)の工法は、掘削軸たるスクリュオーガで穴を掘削
する工程と、くいを沈設する工程との2工程が必要であ
シ、複雑で多くの時間を要するものである。また一方、
(3)の方法はくいの中空部にスクリュオーガを配役し
、該スクリュオーガとくいとを一体的に沈下貫入させる
方法であるが、スクリュオーガの外径がくいの内径よシ
も小さいので、掘削されない部分たる外周地盤からの抵
抗を受け、蚊抵抗とくいの周壁の摩擦抵抗に打ち勝つ力
でくいを連続的に圧入する必要が生じ、くいの周辺地盤
を崩壊させずに施工することは不可能であり、くいの周
辺支持力を発現することが困難である。There are (1), hen i driving method (2), cement square method (3), and Nakahori method, etc., but the above method (1) uses a hammer to give a rough blow to the pile, causing the pile to cave in. This method causes severe noise and vibration, which is undesirable from a social environment.Furthermore, the ground around the installation hole becomes loose, and the supporting capacity around the pile is extremely reduced. Furthermore, the construction method (2) requires two steps: the step of excavating the hole with a screw auger serving as the excavation shaft, and the step of sinking the pile, and is complicated and takes a lot of time. On the other hand,
Method (3) is a method in which a screw auger is placed in the hollow part of the pile, and the screw auger and the pile sink down and penetrate as one. However, since the outer diameter of the screw auger is smaller than the inner diameter of the pile, Due to the resistance from the surrounding ground, which is the area where the piles are exposed, it becomes necessary to press in the piles continuously using force that overcomes the mosquito resistance and the frictional resistance of the surrounding walls of the piles, making it impossible to install the piles without collapsing the surrounding ground. Therefore, it is difficult to develop the supporting force around the pile.
そこでこの発明の目的は、静粛な作業による低公害工法
で、くいの設置用穴を掘削する工程と。Therefore, the purpose of this invention is to provide a low-pollution construction method that involves quiet work, and a process for excavating holes for installing piles.
くいを沈設する工程とを同時に行ない、且つ、くいの先
端支持力を得るのみならず、くいの周壁摩擦力も含めた
支持力の確保ができる基礎ぐいの設置工法およびその装
置を実現するKある。To provide a method for installing foundation piles and an apparatus therefor, which simultaneously perform the step of sinking piles and ensure not only support force at the tip of the pile but also support force including the friction force on the peripheral wall of the pile.
以下図面に基づいて、この発明の実施例を詳細且つ具体
的に説明する。Embodiments of the present invention will be described in detail and specifically below based on the drawings.
第1.2図において、1は掘削軸であり、2はPCぐい
および鋼管ぐい等に代堀されるくいである。掘削軸1は
回転可能に抱持され、〈い2は。In Fig. 1.2, 1 is an excavation shaft, and 2 is a pile to be dug by a PC pile, a steel pipe pile, etc. The excavation shaft 1 is rotatably held;
該〈い2を地盤中に鉛直Kvj導する鉛直保持ガイド4
により上下動可能に抱持される。5は支持金具であり、
前記鉛直保持ガイド4を支柱6に固着させている。7は
前記支柱6を支持且つ移動せしめるキャタピラ付自走車
である。また、前記支柱6の上部には、圧送管8を介し
て、プラントミキサ9.油圧ユニット10.ポンプ11
.そして土質安定剤および土質硬化剤の流量自動制御機
12が連結され、前記掘削軸1に前記土質安定剤および
/または土質硬化剤が所要の圧力および流量で送給され
るべく構成されている。まえ、前記掘削軸1の上部には
、該掘削軸1を1回転せしめるモータ等の駆動部13お
よびスイベル14が設けられ、前記駆動部13はフレー
ム15により支持されている。該フレームi5は第3図
にも示す如く、支柱6に対し上下に摺動可能に保持され
ている。前記スイベル14は第4図に示す如く、駆動部
13と72ンジ16で連結され、スイベル14全体が回
転する構造である。前記土質安定剤および土質硬化剤が
送給される圧送’l1lsとフレキシブルチューブ17
とは回転しないが。Vertical holding guide 4 that guides said 2 vertically Kvj into the ground
It is held so that it can move up and down. 5 is a support fitting;
The vertical holding guide 4 is fixed to a support 6. 7 is a self-propelled vehicle with caterpillars that supports and moves the pillar 6. Further, a plant mixer 9. Hydraulic unit 10. pump 11
.. An automatic soil stabilizer and soil hardening agent flow rate controller 12 is connected to the excavation shaft 1, and is configured to feed the soil stabilizer and/or soil hardening agent to the excavation shaft 1 at a required pressure and flow rate. In front of the excavation shaft 1, a drive section 13 such as a motor and a swivel 14 for rotating the excavation shaft 1 once are provided, and the drive section 13 is supported by a frame 15. As shown in FIG. 3, the frame i5 is held slidably up and down with respect to the support column 6. As shown in FIG. 4, the swivel 14 is connected to the drive section 13 by a 72-inch 16, so that the swivel 14 as a whole rotates. Pumping 'l1ls and flexible tube 17 through which the soil stabilizer and soil hardening agent are fed
Although it does not rotate.
回転自在継手18と圧送管19とはスイベル14と一体
となって回転する構造である。クロスヘッド加は前記圧
送管19を支持し、油圧シリンダ21によりガイド22
に案内されて上下に摺動する構造である。The rotatable joint 18 and the pressure feed pipe 19 are structured to rotate together with the swivel 14. The crosshead supports the pressure feed pipe 19 and is connected to the guide 22 by the hydraulic cylinder 21.
It has a structure that allows it to slide up and down while being guided by.
外管ジヨイント23は前記掘削軸1を連結せしめるネジ
であ夛、tた。圧送管ジヨイント24は掘削軸1内を下
方に向って伸びる圧送管邪を連結せしめるネジである。The outer pipe joint 23 is made of screws that connect the excavation shaft 1. The pressure feed pipe joint 24 is a screw that connects the pressure feed pipes extending downward within the excavation shaft 1.
尚2回転ギヤ26は短尺物の圧送管25を継ぎたしてい
く時のみ、圧送管ジヨイント24の回転締結作業用とし
て使用されるものである。The two-rotation gear 26 is used for rotating and fastening the pressure-feeding pipe joint 24 only when connecting short pressure-feeding pipes 25.
次に、<い2を沈設する工程を詳述する。Next, the process of depositing <i2 will be described in detail.
第5図に示す如く、掘削軸1はシャ7)27と羽根28
.および掘削用先端ヘッドとから構成し、該シャツ)2
7の先端近傍には掘削攪拌翼(資)を設ける。As shown in FIG. 5, the excavation shaft 1 includes a shaft 7) 27 and a blade 28.
.. and a tip head for drilling, and the shirt) 2
An excavation stirring blade (equipment) is provided near the tip of 7.
#掘削攪拌1jL30は後述の如く構成し、拡大時には
沈設すべきくい2の外径D1以上(同等を含む)の翼の
広がり寸法を有し、縮小時には前記くい2の内径よりも
小なる寸法を有するとζろの、前記シャツ)270半径
方向に拡縮自在な構造とする。#The excavation agitation 1jL30 is configured as described below, and has a blade spread dimension that is equal to or greater than the outer diameter D1 of the pile 2 to be sunk when expanded, and smaller than the inner diameter of the pile 2 when reduced. The above-mentioned shirt 270 has a structure that can be expanded and contracted in the radial direction.
まえ、先端ヘッド部器には第4図で示した圧送管部が導
かれ、ノズル31として開口終端している。In the front, a pressure feeding tube shown in FIG. 4 is guided to the tip head component, and has an open end as a nozzle 31.
なお1羽根羽は無くても良い。Note that one feather may be omitted.
前記掘削軸lt回転させると、先端ヘッド部器が地盤を
切削し、掘削攪拌x3oはくい2の外径D1と同等ある
いは着干大きい沈設用穴([径D2)を−貰して掘削し
、且つ、ノズル31から注出され九土質安定剤を攪拌混
合する。ま九1羽根四は掘紬された土砂のうち、〈い2
の外径D1の容積に略相尚する量の土砂をスクリュコン
ベヤ弐に掻き上げ、地上に搬出を行なうので、くい2の
先端部および周壁部の地盤から抵抗を受けることなく。When the excavation shaft lt is rotated, the tip head device cuts the ground, and the excavation agitator x3o excavates a sinking hole (diameter D2) that is equal to or larger than the outer diameter D1 of the pile 2, Further, the nine earth stabilizer is poured out from the nozzle 31 and mixed with stirring. Of the earth and sand that was excavated,
An amount of earth and sand approximately equivalent to the volume of the outer diameter D1 of the pile is scooped up onto the screw conveyor 2 and carried out to the ground without receiving any resistance from the ground at the tip of the pile 2 and the surrounding wall.
また、くい20周辺地盤を脆弱化、崩壊させることなく
、切削土砂とくい2とをスムーズに且つ静粛に置換する
ことが可能となる。しかして、くい20周壁に土質安定
部32を形成しつつ、#〈い2は、地盤の中間層間を掘
削軸1と一体的に沈下貫入して行く。掘削軸1の先端ヘ
ッド部器が地盤の支持層34に到達すると、ノズル31
から注出していた土質安定剤は土質硬化剤に必要に応じ
切換えられ注出が行なわれるとともに、前記掘削攪拌興
菊で土砂と攪拌混合が行なわれる。しかして、土質硬化
部羽が形成され、掘削軸lの先端ヘッド部器とくい2と
が所定の深度まで達したら、くい2の沈設行程は完了で
ある。第6図に示す如く、沈設が完了したくい2は土質
安定部32によシ、〈い2の周壁摩擦力が確保され、こ
れにより周辺支持力が生じ、ti、土質硬化部35によ
り、くい2の先端支持力が発現される。Moreover, it becomes possible to replace the cut earth and sand with the pile 2 smoothly and quietly without weakening or collapsing the ground around the pile 20. Thus, while forming a soil stabilizing portion 32 on the circumferential wall of the pile 20, #2 sinks and penetrates between the intermediate layers of the ground together with the excavation shaft 1. When the tip head of the excavation shaft 1 reaches the support layer 34 of the ground, the nozzle 31
The soil stabilizer that has been poured out from the soil stabilizer is switched to a soil hardening agent as necessary and poured out, and is stirred and mixed with the earth and sand in the excavation and stirring kōgiku. When the hardened soil wing is formed and the tip head of the excavation shaft l and the pile 2 reach a predetermined depth, the process of sinking the pile 2 is completed. As shown in FIG. 6, the pile 2, which has been completely sunk, is supported by the soil stabilizing portion 32, and the surrounding wall friction force of (2) is ensured, which generates a peripheral supporting force. A tip support force of 2 is developed.
作業が完了した掘削軸1は第6図に示す如く上部に引き
抜かれて行くが、掘削軸1が地盤に対して進入する工程
から引き抜かれて行く工程に移る状態を、第7,8図に
おいて詳述する。After the work is completed, the excavation shaft 1 is pulled out to the top as shown in Figure 6. Figures 7 and 8 show the state in which the excavation shaft 1 moves from the process of entering the ground to the process of being pulled out. Explain in detail.
掘削軸1の先端ヘッド部器は、その一部分がシャフト部
nの内側に摺動、没入し、先端ヘッド部器の凸部29&
がシャ7)827の先端かど27 a K当って止まる
構造であり、先端ヘッド部器とシャフト部がとは、掘削
軸lの円周方向に出没可能な掘削攪拌X30で連結され
ている。A portion of the tip head device of the excavation shaft 1 slides and sinks inside the shaft portion n, and the convex portion 29 &
The tip end corner 27aK of the shaft 7) 827 stops, and the tip head part and the shaft part are connected by an excavation agitator X30 that can be retracted and retracted in the circumferential direction of the excavation shaft l.
#掘削攪拌翼(資)は第9〜14図に示す如くのもの−
t”あり、 金A30&、30b、 ポル)30c、3
0d、30eおよびナツト3Of、30g、30hとか
ら成り、リンク機構を形成する。#The excavation stirring blade (equipment) is as shown in Figures 9 to 14.
t", Gold A30 &, 30b, Pol) 30c, 3
0d, 30e and nuts 3Of, 30g, 30h, forming a link mechanism.
第7図は掘削軸1が地盤に対して進入して行く状態を表
わしているが、先端ヘッド部器の一部分がシャフト部n
の内側に没入しているので、前記−一攪拌1L30は掘
削軸l輔の中径方向に拡大し。Fig. 7 shows the state in which the excavation shaft 1 is entering the ground, and a part of the tip head part is not connected to the shaft part n.
, the -1 stirring 1L 30 expands in the direction of the middle diameter of the excavation shaft 1.
くい2の沈下貫入時、地盤の掘削および土砂と土質安定
剤および/ま九は土質硬化剤の攪拌混合に供される。ま
え、第8図はくい2の沈設が完了し掘、副軸1が地盤か
ら引き抜かれて行く状態を表わしているが、第7図から
第8図の状態にするには。When the pile 2 sinks and penetrates, the ground is excavated and the soil, soil stabilizer, and/or soil hardener are stirred and mixed. First, Fig. 8 shows the state in which the pile 2 has been completely deposited, the subshaft 1 is being pulled out of the ground, but the state shown in Figs. 7 to 8 is to be achieved.
前記第4図で示した駆動部13とスイベル14および掘
削軸1のシャフト部ごとを、距4ILだけ上方に引き上
げると同時に、その引き上けた距離りと同じ距離りだけ
油圧シリンダ21を進出方向に作動させ、圧送管19,
25を下方に押し下げる。このようにすると第8図に示
す如く、掘削軸1の先端ヘッド部器は第7図の状態よシ
もシャフト部nに対して相対的に突出することKなフ、
シかして、掘削攪拌翼加は掘削軸10円周方向忙縮小し
、〈い2の中空部3を容易に通過し、掘削軸1が地上に
引き抜かれることになる。The drive section 13, swivel 14, and shaft section of the excavation shaft 1 shown in FIG. Activate the pressure feed pipe 19,
Push down on 25. In this way, as shown in FIG. 8, the tip head part of the excavation shaft 1 will protrude relative to the shaft part n, even in the state shown in FIG.
As a result, the excavation agitation blade reduces the circumferential direction of the excavation shaft 10, easily passes through the hollow part 3 of (2), and the excavation shaft 1 is pulled out to the ground.
なお、この発明は上記実施例に限定されるものではなく
、櫨々の応用改変が可能である。It should be noted that the present invention is not limited to the above-mentioned embodiments, and can be modified in many ways.
例えば、 1115.16図はこの発明の掘削攪拌ga
。For example, Figure 1115.16 shows the drilling agitation ga of this invention.
.
の第2′l!施例を示すものである。謳16図は掘削軸
羽とくい2とが沈下貫入して行く状態を表わし。The second 'l! This is an example. Figure 16 shows the state in which the excavation shaft and pile 2 are sinking and penetrating.
第16図はくい2の沈設が完了し、掘削軸36が引き抜
かれて行く状態を表わしている。この第2実施例の特徴
とその作用効果は。FIG. 16 shows a state in which the laying of the pile 2 has been completed and the excavation shaft 36 is being pulled out. What are the features and effects of this second embodiment?
(1)、掘削攪拌翼37をニー構えとしたので、攪拌混
合が確実であること。(1) Since the excavation stirring blade 37 is set in a knee position, stirring and mixing is reliable.
(2)、掘削攪拌437を二段−見のり/り機構とした
ので、掘削軸36を地上に引き抜く時、掘削攪拌翼37
はくい2の先端部で押圧され、自動的に縮小すること。(2) Since the excavation agitation 437 has a two-stage look/see mechanism, when the excavation shaft 36 is pulled out to the ground, the excavation agitation blade 37
It is pressed by the tip of the foil 2 and automatically shrinks.
゛
(3)、掘削軸36の先端ヘッド部間は、シャフト部3
9に対して摺動、没入する構造とする必要がなく。゛(3) Between the tip head parts of the excavation shaft 36, the shaft part 3
There is no need to create a structure that slides or immerses into the body.
一体物で良いこと。It's good that it's all in one piece.
(4)、掘削軸36の上部KJ&シ付けられているスイ
ベルは、前記実施例第4図で示したスイベル14の油圧
シリンダ21が不要となし構造が簡゛単にカにある。
° ゛また。第17.18図はこ
の発明の掘1l1111攪拌x30の第3実施例管示す
ものである。第17図は掘削軸菊とくい2とが沈下貫入
して行く状態を表わし、第18図はくい2の沈設が完了
し、掘削軸相が引き抜かれて行く状態を表わしている。(4) The swivel attached to the upper part of the excavation shaft 36 has a simple structure since the hydraulic cylinder 21 of the swivel 14 shown in FIG. 4 of the above embodiment is not required.
° ゛Again. Figures 17 and 18 show a third embodiment of the tube 1111 stirring x30 according to the present invention. Fig. 17 shows a state in which the excavation shaft and the pile 2 are sinking and penetrating, and Fig. 18 shows a state in which the setting of the pile 2 has been completed and the excavation shaft is being pulled out.
41は掘削攪拌翼、42はビン、’ 43m、’43b
、43aはそれぞれストッパであり、掘削軸菊金地上に
引き抜く時、掘削攪拌翼41は自重のアンバランスによ
り、ピン社を中心として矢印2方向に回転する。41 is an excavation stirring blade, 42 is a bottle, '43m, '43b
, 43a are stoppers, and when the excavation shaft is pulled out onto the ground, the excavation agitation blade 41 rotates in the two directions of the arrows around the pin shaft due to the unbalance of its own weight.
万一、摩擦抵抗等によ〕自重で回転できない場合は、掘
−U攪拌翼41はくい2の先端部で押圧され。In the unlikely event that it cannot rotate due to its own weight (due to frictional resistance, etc.), the digging-U stirring blade 41 is pressed by the tip of the pile 2.
自動的に縮小することができる。しかして、この第3実
施例の特徴とするところは、第2実施例の掘削攪拌翼胛
よシも構造が簡単な点にある。Can be automatically reduced. The feature of this third embodiment is that the excavation stirring blade blade of the second embodiment also has a simple structure.
以上の詳細な説明から明らかなように、この発明によれ
ば以下の如き効果を得る。As is clear from the above detailed description, the present invention provides the following effects.
(1)、<Inの設置用穴を掘削する工程とくいを沈設
する工程とが同時に行なえ9作業性が良好であるととも
に、(いの沈下貫入に際し、くいの周辺地盤を崩壊させ
ないので、くいの周壁支持力が増大する。(1) The process of excavating the installation hole of The supporting force of the surrounding wall increases.
e)、掘削攪拌翼がくいの外径と同等あるいはそれより
も大きい穴を掘削し、くいの容積に略相当する量の土砂
が地上に搬出されるので、くいの先端部および周壁部地
盤から抵抗を受けることなく、土砂とくいとの置換がス
ムーズに行なわれ、くいを圧入あるいは打撃する装置を
必要としないし、静粛に沈設作業を果すことができる。e) The excavation agitation blade excavates a hole that is equal to or larger than the outer diameter of the pile, and an amount of earth and sand approximately equivalent to the volume of the pile is brought to the ground, so that it is removed from the ground at the tip of the pile and the surrounding wall. Earth and sand can be smoothly replaced with piles without any resistance, no equipment for press-fitting or striking piles is required, and the installation work can be carried out quietly.
第1図はこの発明の実施例の全体を示す側面図。
第2図は第1図のト」矢視による断面図、第3図は第1
図のl1l−1矢視による断面図、第4図はスイベル部
分の縦断面図、第5図はこの発明のくいの沈設工程を嵌
わす一部切欠き縦断面図、第6図は作業完了後、掘削軸
が地上に引き抜かれて行く状態を表わす一部切欠き縦断
面図、第7図は掘削軸が地盤に沈下貫入して行く時の1
.掘削攪拌翼が拡大した状態を表わす正面図、第8図は
掘削軸が地上に引き抜かれて行く蒔の、掘削攪拌翼が縮
小した状態を表わす正面図、第9図は第7図の■−■方
向矢視図、第1θ図は第7図のx−x方向矢視図、WL
l1図は掘削攪拌翼の一つの部品である金具の正面図、
第12図は第す図の平面図、第13図は掘削攪拌翼の一
つの部品である金具の正面図、−第14図は第13図の
平面図、第15因り掘削攪拌翼が拡大し良状態の、この
発明の@2夾戦例を示す正面図、第16図は掘削攪拌翼
が縮小した状態の、この発明の第2実施例を示す正面図
、51117図は掘削攪拌翼が拡大した状態の、この発
明の第3実施例を示す正面図、第18図は蜘削攪拌翼が
縮小した状態の、この発明の第3実施例を示す正面図で
ある。
図において、1は掘削軸、2はくい、3はくい2の中空
部、4は鉛直保持ガイド、5は支持金具。
6は支柱、7はキャタピラ付自走車、8は圧送管。
9はプラント建Φす、lOは油圧ユニット、li/fi
ポンプ、12は流量自動制御機、 13は駆動部、 1
4はスイベル、15はフレーム、16は7ランジ、 1
7は7レキシプルチユーブ、 18は回転自在継手、
19は圧送管、20はクロスヘッド、21は油圧シリン
ダ、22はガイド、23は外管ジヨイント、24は圧送
管ジヨイント、25は圧送管、26は回転ギヤ、27は
掘削軸1のシャフト部、27aはシャフトflI27の
先端かど。
田は羽根、29は掘削軸lの先端ヘッド部、29aは先
端ヘッド部器の凸部、30は掘削攪拌翼、aOa。
30bはそれぞれ掘削攪拌真菌の金具、30c、30d
。
(資)・はそれぞれ掘削攪拌属菌を取り付けているポル
)、30f、30g、30hはそレソttm、qt+攪
拌$130を*n付けているナツト、31はノズル、3
2は土質安定部、33は中間層、34は支持層、35は
土質硬化部である。
代理人 弁理士 西 郷 義 美
j11 図
第71Il 第80!!
第111m
112図
第1311
第14図
第151!1
第17図
#116図
第18図FIG. 1 is a side view showing the entire embodiment of the invention. Figure 2 is a sectional view taken in the direction of arrow G in Figure 1, and Figure 3 is a cross-sectional view of the
4 is a longitudinal sectional view of the swivel portion, 5 is a partially cutaway longitudinal sectional view showing the pile sinking process of this invention, and 6 is a completed work. After that, a partially cutaway vertical cross-sectional view showing the state in which the excavation shaft is being pulled out to the ground.
.. Figure 8 is a front view showing the excavation agitation blade in an expanded state, Figure 8 is a front view showing the excavation agitation blade in a reduced state as the excavation shaft is being pulled out to the ground, and Figure 9 is the ■-- of Figure 7. ■ Direction arrow view, 1θ diagram is the x-x direction arrow view of Figure 7, WL
Figure l1 is a front view of the metal fitting, which is one of the parts of the excavation stirring blade.
Fig. 12 is a plan view of Fig. 1, Fig. 13 is a front view of a metal fitting that is one part of the excavation stirring blade, - Fig. 14 is a plan view of Fig. 13, and Fig. 15 shows an enlarged view of the excavation stirring blade. A front view showing the @2 example of this invention in good condition, Figure 16 is a front view showing the second embodiment of this invention with the excavation stirring blades reduced, and Figure 51117 shows the excavation stirring blades enlarged. FIG. 18 is a front view showing the third embodiment of the present invention in a state where the spider cutting stirring blade is contracted. In the figure, 1 is the excavation shaft, 2 is the pile, 3 is the hollow part of the pile 2, 4 is the vertical holding guide, and 5 is the support metal fitting. 6 is a prop, 7 is a self-propelled vehicle with caterpillars, and 8 is a pressure pipe. 9 is the plant construction Φ, IO is the hydraulic unit, li/fi
Pump, 12 is an automatic flow rate controller, 13 is a drive unit, 1
4 is swivel, 15 is frame, 16 is 7 lunge, 1
7 is 7 lexiple tube, 18 is rotary joint,
19 is a pressure pipe, 20 is a crosshead, 21 is a hydraulic cylinder, 22 is a guide, 23 is an outer pipe joint, 24 is a pressure pipe joint, 25 is a pressure pipe, 26 is a rotating gear, 27 is a shaft portion of the excavation shaft 1, 27a is the tip of the shaft flI27. 2 is a blade, 29 is a tip head portion of the excavation shaft l, 29a is a convex portion of the tip head device, and 30 is an excavation agitation blade, aOa. 30b are metal fittings for drilling and stirring fungi, 30c and 30d, respectively.
. 30f, 30g, 30h are the nuts to which the drilling stirring genus bacteria are attached, 30f, 30g, 30h are the nuts to which the qt + stirring $130 are attached *n, 31 is the nozzle, 3
Reference numeral 2 indicates a soil stabilization section, 33 an intermediate layer, 34 a support layer, and 35 a soil hardening section. Agent Patent Attorney Yoshimi Saigo J11 Figure 71Il No. 80! ! Figure 111m Figure 112 Figure 1311 Figure 14 Figure 151!1 Figure 17 #116 Figure 18
Claims (1)
Jり縮小時には該基礎ぐいの内径よりも小である拡縮自
在な掘削攪拌減を前記シャフトの先端近傍に有する掘削
軸を基礎ぐいの中空部に挿入して。 前記先端ヘッドによシ地盤を掘削するとともに。 前記掘削攪拌翼によシ基礎ぐいの外径以上の直径の設置
用穴を形成しつつ、前記基礎ぐいを沈下貫入し、同時に
土質安定硬化剤を地盤内に注出攪拌することを特徴とす
る基礎ぐhの設置工法っ2、 シャフト先端に握−j用
の先端ヘッドを設け。 拡大時には沈設すべき基礎ぐいの外径以上の寸法であり
縮小時には該基礎ぐいの内径よシも小である拡縮自在な
掘・削攪拌翼を前記シャフトの先端近傍に設けたことを
特徴とする基礎ぐいの設置装置。[Claims] 1. The shaft has a tip head for digging at the tip. When expanding, the dimensions should be larger than the outer diameter of the foundation pile that should be sunk.
At the time of reduction of the foundation pile, an excavation shaft having an expandable and contractible excavation agitator smaller than the inner diameter of the foundation pile near the tip of the shaft is inserted into the hollow part of the foundation pile. While excavating the ground using the tip head. A foundation characterized in that the excavation stirring blade is used to sink and penetrate the foundation pile while forming an installation hole with a diameter equal to or larger than the outer diameter of the foundation pile, and at the same time pour out and stir a soil stabilizing hardening agent into the ground. Installation method 2: Install a grip head at the tip of the shaft. A foundation pile characterized in that an expandable and contractible excavation/excavation stirring blade is provided near the tip of the shaft, the dimension being larger than the outer diameter of the foundation pile to be sunk when expanded, and smaller than the inside diameter of the foundation pile when reduced. Installation equipment.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP9592581A JPS58521A (en) | 1981-06-23 | 1981-06-23 | Method and device for setting foundation pile |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP9592581A JPS58521A (en) | 1981-06-23 | 1981-06-23 | Method and device for setting foundation pile |
Publications (1)
Publication Number | Publication Date |
---|---|
JPS58521A true JPS58521A (en) | 1983-01-05 |
Family
ID=14150849
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP9592581A Pending JPS58521A (en) | 1981-06-23 | 1981-06-23 | Method and device for setting foundation pile |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS58521A (en) |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH02140323A (en) * | 1988-11-19 | 1990-05-30 | Nippon Steel Corp | Formation of soil cement synthetic pile |
US5411353A (en) * | 1993-09-01 | 1995-05-02 | Taki; Osamu | Soil solidification apparatus with a shear blade of adjustable length and rotation speed for creating a ribbed soil-cement pile |
US5645376A (en) * | 1993-09-01 | 1997-07-08 | Taki; Osamu | Soil solidification apparatus with a shear blade of adjustable length and rotation speed for creating a ribbed soil-cement pile |
-
1981
- 1981-06-23 JP JP9592581A patent/JPS58521A/en active Pending
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH02140323A (en) * | 1988-11-19 | 1990-05-30 | Nippon Steel Corp | Formation of soil cement synthetic pile |
US5411353A (en) * | 1993-09-01 | 1995-05-02 | Taki; Osamu | Soil solidification apparatus with a shear blade of adjustable length and rotation speed for creating a ribbed soil-cement pile |
US5645376A (en) * | 1993-09-01 | 1997-07-08 | Taki; Osamu | Soil solidification apparatus with a shear blade of adjustable length and rotation speed for creating a ribbed soil-cement pile |
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