JPH04185813A - Formation of soil-cement composite pile - Google Patents
Formation of soil-cement composite pileInfo
- Publication number
- JPH04185813A JPH04185813A JP31653290A JP31653290A JPH04185813A JP H04185813 A JPH04185813 A JP H04185813A JP 31653290 A JP31653290 A JP 31653290A JP 31653290 A JP31653290 A JP 31653290A JP H04185813 A JPH04185813 A JP H04185813A
- Authority
- JP
- Japan
- Prior art keywords
- hole
- hollow tube
- soil
- drilling
- solidification
- 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
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
(57)【要約】本公報は電子出願前の出願データであるた
め要約のデータは記録されません。(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.
Description
【発明の詳細な説明】
［産業上の利用分野〕
本発明は、建設関係の基礎工事に適用されるソ ・・
イルセメント合成杭の造成方法に関する。[Detailed Description of the Invention] [Industrial Application Field] The present invention is applicable to construction-related foundation work.
This article relates to a method for constructing il-cement composite piles.
［従来の技術］
従来、基礎杭の造成工法には、種々の工法が存在する０
例えば、次の通りである。[Conventional technology] Conventionally, there are various methods for constructing foundation piles.
For example:
（ｉ） リバース杭、ベット杭、アースとリル杭等の
場所打ち杭（現場打ち杭）を使用する工法、
（２）既製コンクリート杭、鋼管コンクリート杭、鋼管
杭等を使用した中掘杭工法、
（３）既製コンクリート杭、鋼管コンクリート杭、鋼管
杭等を使用したセメントミルク工法や回転埋設工法等の
プレボーリング埋込み杭工法、
（４）既製杭の外周にスパイラル状の翼を連続または不
連続に設置したスパイラルネジリ込み杭工法、
（５）特公昭５８−１７８４９号公報に開示された工法
、この工法は、第４ａ図に示すように、オーガーヘッド
２１ａにより、硬化した後の圧縮強度の低い材料を注入
しながら地盤を所定深さまで掘削し、次いで地盤土壌と
硬化材料を攪拌しながらオーガーヘッド２１ａを引き上
げ、ソイルセメント柱２２を形成し、次に前記ソイルセ
メント柱２２の硬化材料が未硬化の間に第４ｂ図に示す
ように掘削孔内に中空管２３を吊込み、次いで前記中空
管内に小径のオーガーヘッド２１ｂを挿入回転して所定
深さまで中空管２３とオーガーヘッド２１ｂを沈下させ
、かつ第４ｃ図に示すようにオーガーヘッド２１ｂを中
空管２３より先行して挿入し、注入した硬化後の圧縮強
度の高い根固め硬化材料によって中空管２３下端を根固
めするとともに第４ｄ図に示すように中空管２３内の土
壌と硬化材料を攪拌しなからオーガーヘッド２１ｂを引
き抜く工法である。(i) Construction methods that use cast-in-place piles (cast-in-place piles) such as reverse piles, bed piles, and ground and drill piles; (2) Medium-drilled pile construction methods that use ready-made concrete piles, steel pipe concrete piles, steel pipe piles, etc.; (3) Pre-boring embedding pile construction methods such as cement milk method and rotary burying method using ready-made concrete piles, steel pipe concrete piles, steel pipe piles, etc.; (4) Spiral-shaped wings installed continuously or discontinuously around the outer periphery of ready-made piles. (5) The construction method disclosed in Japanese Patent Publication No. 17849/1984, this construction method uses a material with low compressive strength after hardening by an auger head 21a, as shown in Fig. 4a. The ground is excavated to a predetermined depth while injecting soil, and then the auger head 21a is pulled up while stirring the ground soil and hardened material to form a soil cement column 22. Next, the hardened material of the soil cement pillar 22 is unhardened. In the meantime, as shown in Fig. 4b, the hollow tube 23 is suspended into the excavated hole, and then the small-diameter auger head 21b is inserted into the hollow tube and rotated to sink the hollow tube 23 and the auger head 21b to a predetermined depth. , and as shown in FIG. 4c, the auger head 21b is inserted in advance of the hollow tube 23, and the lower end of the hollow tube 23 is hardened with the injected hardened hardening material with high compressive strength. As shown in the figure, this is a construction method in which the auger head 21b is pulled out before stirring the soil and hardened material inside the hollow tube 23.
（６）特公昭６１−２２０８９号公報に開示された工法
、この工法は、第５ａ図に示すようにセメントミルク等
の注入材を地中に注入しながら攪拌ロッド３１を土と強
制攪拌することにより、第５ｂ図の如くソイルセメント
柱３２を形成し、第５ｂ図〜第５ｃ図の如くこのソイル
セメント柱３２のセメント硬化前に鋼管杭又は既製コン
クリート杭等の中空管３３を圧入する工法である。(6) A construction method disclosed in Japanese Patent Publication No. 61-22089. This construction method involves forcibly stirring the soil with the stirring rod 31 while pouring an injection material such as cement milk into the ground, as shown in Figure 5a. According to this construction method, a soil cement column 32 is formed as shown in Fig. 5b, and a hollow pipe 33 such as a steel pipe pile or a ready-made concrete pile is press-fitted into the soil cement column 32 before the cement hardens, as shown in Figs. 5b to 5c. It is.
（７）特開平２−１４０３２３号公報に開示された工法
、この工法は、第６ａ図に示す如くその下端付近に突出
体４３ａが固設された中空管４３内に、少なくとも１段
で、拡開・縮小が可能であり、拡開した外径が前記中空
管４３外径より所定寸法大きい掘削攪拌翼４１を下端に
装着したロッド４０を挿通し、第６ｂ図に示す如く前記
中空管４３下端より先行した状態で前記掘削攪拌翼４１
を拡関し、この状態で第６ｃ図に示す如く前記ロッド４
０を回転させつつ、該ロッド４０先端付近のノズル４０
ａよりセメントミルクまたはセメント系等の固化材を吐
出して、前記ロッド４０を不回転の前記中空管４３と共
に地盤のソイルセメント４２中に所定深度まで給進し、
次に第６ｄ図に示す如く前記拡開した掘削攪拌翼４１を
縮小し、前記中空管４３内より引き抜く工法である。(7) A construction method disclosed in Japanese Patent Application Laid-Open No. 2-140323. This construction method includes, as shown in FIG. 6a, a hollow tube 43 having a protrusion 43a fixed near its lower end, in at least one stage. A rod 40, which can be expanded and contracted and has an excavation stirring blade 41 attached to its lower end, whose expanded outer diameter is a predetermined size larger than the outer diameter of the hollow tube 43, is inserted through the rod 40, as shown in FIG. 6b. The excavation stirring blade 41 is placed in advance of the lower end of the pipe 43.
In this state, the rod 4 is expanded as shown in Fig. 6c.
While rotating the nozzle 40 near the tip of the rod 40,
Discharging cement milk or a solidifying material such as cement-based material from a, feeding the rod 40 together with the non-rotating hollow tube 43 into the soil cement 42 of the ground to a predetermined depth,
Next, as shown in FIG. 6d, the expanded excavation stirring blade 41 is contracted and pulled out from inside the hollow pipe 43.
［発明が解決しようとする課題］
しかしながら、前記従来の工法は、いずれも次のような
欠点がある。[Problems to be Solved by the Invention] However, all of the conventional construction methods described above have the following drawbacks.
一１前記（１）の場所打ち杭を使用する工法は、掘削に
よる先端スライムのため、初期沈下が大きく先端支持力
が小さい、大量の掘削土砂が発生するため、処理コスト
がアップし不経済であるし、掘削土や泥水による二次公
害発生のおそれがある、等の欠点がある。11 The construction method using cast-in-place piles as described in (1) above is uneconomical as it increases the processing cost and generates a large amount of excavated soil, which has large initial settlement and small tip bearing capacity due to the slime at the tip due to excavation. However, there are drawbacks such as the risk of secondary pollution caused by excavated soil and muddy water.
二、前記（２）の中掘杭工法は、砂質土では排土が容易
であるため施工性が良いが、粘性土では排土が困難であ
る場合があるため施工性が低下するし、砂質や砂礫等の
支持層では、地盤を緩め、杭の支持力が低下する場合が
ある、等の欠点がある。2. The medium pile method (2) above has good workability in sandy soil because it is easy to remove the soil, but in clayey soil it may be difficult to remove the soil, resulting in poor workability. Support layers such as sand or gravel have the disadvantage that they may loosen the ground and reduce the supporting capacity of the piles.
三、前記（３）のプレボーリング埋込み杭工法は、掘削
液として泥水や水を使用するため、残土が大量に発生し
、前記（１）の場所打ち杭工法と同様にコストアップや
二次公害の問題があるし、砂質土では孔壁が崩壊し、杭
の高圧りが発生し易いし、また、掘削孔径が既製杭径よ
り大きいため、杭芯ずれが発生し易い、等の欠点がある
。3. The pre-boring embedded pile method described in (3) above uses mud or water as the drilling fluid, so a large amount of residual soil is generated, resulting in increased costs and secondary pollution similar to the cast-in-place pile method described in (1) above. In sandy soil, the hole wall collapses and high pile pressure is likely to occur, and because the diameter of the excavated hole is larger than the diameter of the ready-made pile, it is easy for the pile to become misaligned. be.
四、前記（４）のスパイラルネジリ込み杭工法は、ネジ
リ込み施工時に杭周地盤を乱すため、支持力が小さく、
ネジリ込み施工時に大きなトルクが発生するため、大口
径の杭の施工が困難である、等の欠点がある。4. The spiral screw-in pile construction method described in (4) above disturbs the ground around the pile during screw-in construction, so the bearing capacity is low.
There are drawbacks such as the difficulty in constructing large-diameter piles because a large torque is generated during screw-in construction.
五、前記（５）の特公昭５８−１７８４９号公報に開示
された工法は、−次の掘削攪拌工程と二次の中空管中掘
工程の二つの掘削工程があり非常に煩雑である、−次掘
削口径が中空管の外径よりも大きい場合は、杭芯ずれが
発生する、等の欠点がある。5. The construction method disclosed in Japanese Patent Publication No. 58-17849 mentioned above in (5) is extremely complicated, as it includes two excavation processes: the following excavation and stirring process and the secondary hollow tube boring process; - If the diameter of the next excavation is larger than the outer diameter of the hollow pipe, there are disadvantages such as pile misalignment.
六、前記（６）の特公昭６１−２２０８９号公報に開示
された工法は、杭長が長い場合は杭先端のセメントミル
ク等の根固め材の凝結がはじまり杭の圧入が困難になる
場合があるし、掘削口径が既製杭の外径よりも大きい場
合は芯ずれが発生する、等の欠点がある。6. In the construction method disclosed in Japanese Patent Publication No. 61-22089 mentioned in (6) above, if the pile length is long, the hardening material such as cement milk at the tip of the pile may start to solidify, making it difficult to press in the pile. However, if the diameter of the excavation is larger than the outer diameter of the ready-made pile, there are disadvantages such as misalignment.
七、前記（７）の特開平２−１４０３２３号公報に開示
された工法は、既製コンクリート杭等の中空管の壁厚が
大きい場合は、中空管の内径が小さくなり、実用に耐え
得る拡開、縮小可能な掘削攪拌翼の製作が困難であるた
め、事実上施工不能となる、欠点がある。7. The construction method disclosed in Japanese Patent Application Laid-open No. 2-140323 in (7) above reduces the inner diameter of the hollow pipe when the wall thickness of the hollow pipe, such as a prefabricated concrete pile, is large, making it impractical for practical use. The drawback is that it is difficult to manufacture excavation stirring blades that can be expanded and contracted, making it virtually impossible to construct.
本発明は、このような点に鑑み前記欠点を解決したソイ
ルセメント合成杭の造成方法を提供することを目的とす
るものである。In view of these points, it is an object of the present invention to provide a method for constructing a soil-cement composite pile that solves the above-mentioned drawbacks.
［課題を解決するための手段］
本発明は、前記目的を達成するため、掘削・攪拌ロッド
により、その先端部付近からセメントミルク等の固化材
を注入しながら削孔することにより、地盤土壌と固化材
とを攪拌、混合して削孔内をソイルセメント化しつつ所
定深度まで削孔する工程と、次に、掘削・攪拌ロッドの
給進を停止し、固化材の注入を、固化後の圧縮強度が比
較的大きな固化材に切り替え削孔底部をその固化材で充
満する工程と１次に該掘削・攪拌ロッドを引き上げ、そ
の後、所定幅の少なくとも一枚のスパイラル翼を下端部
外周に有し、該スパイラル翼は所定長さ以上巻回されて
いる中空管を、回転させつつ給進させ、前記ソイルセメ
ント化した削孔内に、孔底の固化後の圧縮強度が比較的
大きな固化材まで到達させて埋設する工程とより成るこ
とを特徴とするソイルセメント合成杭造成方法と、掘削
・攪拌ロッドにより、その先端部付近からセメントミル
ク等の固化材を注入しながら削孔することにより、地盤
土壌と固化材とを攪拌、混合して削孔内をソイルセメン
ト化しっつ削孔底部の根固めに必要な距離だけ浅い深度
まで削孔する工程と、次に、固化材の注入を、固化後の
圧縮強度がそれまでに注入した固化材よりも比較的大き
な固化材に切り替え、前記削孔底部の根固めに必要な距
離だけ固化材を注入しつつ所定の深度まで削孔する工程
と、次に該掘削・攪拌ロッドを引き上げ、その後、所定
幅の少なくとも一紋のスパイラル翼を少なくとも下端部
の外周に有し、該スパイラル翼が所定長さ以上巻回され
ている中空管を、回転させつつ給進させ、前記ソイルセ
メント化した削孔内に、孔底の固化後の圧縮強度が比較
的大きな固化材まで到達させて埋設する工程とより成る
ことを特徴とするソイルセメント合成杭造成方法と、
前記掘削・攪拌ロッドは、掘削孔径より大きな径の共ま
わり防止装置を有することを特徴とするソイルセメント
合成杭造成方法と、
前記中空管は、その頭部付近外周面に、少なくとも２個
の突起を放射状に突設し、その突起にキャップの切り込
みを嵌合させて中空管を着脱自在に連結して垂直に保持
し、該中空管に回転と給進を与えて埋設することを特徴
とするソイルセメント合成杭造成方法と、
前記中空管は、その外周面にスパイラル翼を有する短尺
の中空管と、該短尺の中空管に接続可能な長尺の中空管
と、該短尺の中空管に接続可能な長尺の中空管とより成
ることを特徴とするソイルセメント合成杭造成方法と、
前記中空管はその内周面の下部に固化材との付着力向上
のための突起を固設したことを特徴とするソイルセメン
ト合成杭造成方法である。[Means for Solving the Problems] In order to achieve the above-mentioned object, the present invention drills a hole while injecting a solidification material such as cement milk from near the tip of the drilling/stirring rod, thereby forming a hole in the ground soil. The process involves stirring and mixing the solidifying material to turn the inside of the borehole into soil cement while drilling the hole to a predetermined depth.Next, the feeding of the excavation and stirring rod is stopped, and the solidifying material is injected and compressed after solidifying. A process of switching to a solidifying material with relatively high strength and filling the bottom of the drilling hole with the solidifying material, and firstly, pulling up the drilling/stirring rod, and then forming at least one spiral blade of a predetermined width on the outer periphery of the lower end. The spiral blade rotates and feeds a hollow tube wound over a predetermined length, and a solidified material having a relatively high compressive strength after solidification at the bottom of the hole is fed into the soil cemented hole. The soil-cement composite pile construction method is characterized by the step of burying the soil-cement composite pile by reaching up to the top of the pile, and by drilling a hole while injecting a solidifying agent such as cement milk from near the tip of the pile using an excavating and stirring rod. Stirring and mixing the ground soil and solidification material to turn the inside of the borehole into soil cement.The process of drilling the hole to a shallow depth by the distance necessary for hardening the bottom of the borehole, and then injecting the solidification material. Switching to a solidified material whose compressive strength after solidification is relatively higher than that of the previously injected solidified material, and drilling the hole to a predetermined depth while injecting the solidified material by a distance necessary for hardening the bottom of the drilled hole. , Next, pull up the drilling/stirring rod, and then insert a hollow tube having at least one spiral blade of a predetermined width on the outer periphery of at least the lower end, and around which the spiral blade is wound for a predetermined length or more. A soil-cement composite pile characterized by comprising a step of feeding the soil-cement pile while rotating it, and burying the solidified material in the soil-cemented borehole until the solidified material has a comparatively high compressive strength after solidification at the bottom of the hole. A method for constructing a soil-cement composite pile, wherein the excavation/stirring rod has a co-rotation prevention device with a diameter larger than the diameter of the excavation hole; At least two protrusions protrude radially, the notches of the cap are fitted into the protrusions, the hollow tubes are removably connected and held vertically, and rotation and feeding are applied to the hollow tubes. A method for constructing a soil-cement composite pile, characterized in that the hollow pipe is a short hollow pipe having spiral wings on its outer peripheral surface, and a long hollow pipe connectable to the short hollow pipe. A method for constructing a soil-cement composite pile, comprising: a hollow pipe; and a long hollow pipe connectable to the short hollow pipe; This is a method for constructing soil-cement composite piles, which is characterized by the provision of fixed protrusions to improve adhesion to the soil-cement piles.
［作 用］
掘削・攪拌ロッドにより固化材を注入しつつ削孔するた
め、削孔はソイルセメント化され、地盤には緩みが生じ
ない、中空管は、先端にスパイラル翼があるため、回転
給進されてソイルセメント化された削孔内に貫入埋設さ
れる。吊り上げ用の突起を介して吊り上げることにより
、中空管は、鉛直性を確保して埋設される。掘削・攪拌
ロッドには、掘削径より大きな径の共まわり防止装置が
設けられているので、土塊が粉砕され均一なソイルセメ
ントが造成できる。[Function] Since the hole is drilled while injecting the solidification material with the drilling/stirring rod, the hole is turned into soil cement, and the ground does not become loose.The hollow tube has a spiral blade at the tip, so it does not rotate. It is propelled and buried in a soil-cemented borehole. By lifting the hollow pipe through the lifting protrusion, the hollow pipe is buried while ensuring verticality. Since the excavation/agitation rod is equipped with a co-rotation prevention device with a diameter larger than the excavation diameter, soil clods can be crushed and uniform soil cement can be created.
［実施例］
以下、第１図乃至第３図に示す実施例について、本発明
の詳細な説明する。第１８乃至ｆ図は、本発明の一実施
例の施工順序の概要を示す断面図である。[Example] Hereinafter, the present invention will be described in detail with reference to the example shown in FIGS. 1 to 3. Figures 18 to 18f are cross-sectional views showing an outline of the construction order of an embodiment of the present invention.
先ず、第１ａ図に示すように掘削・攪拌ロッド１の先端
部付近からセメントミルク等の固化材を注入しなから削
孔１０する。前記掘削・攪拌ロッド１は、掘削と攪拌の
作用をするもので、ロッド１ａは中空で、その中空内は
固化材の流路になっており、その先端部には、ビット３
、攪拌翼４が設けられており、請求項（３）の構成では
その上部に掘削孔径より大きな径の共まわり防止装置５
が設けられており、この共まわり防止装置５は、ボス６
を介して回転自在に設けられている。前記ロッド１９の
先端部付近、例えばビット３の適所には固化材の吐出孔
（図示せず）が設けられ、前記ロッドｌａ内の流路と連
結し、固化材が噴出できるようになっている。従って、
掘削・攪拌ロッドｌに回転と押圧力（給進力）を与える
と、ビット３で掘削され、攪拌翼４及び共まわり防止装
置５で攪拌されるから、削孔内は、地盤土壌と固化材と
が攪拌、混合されソイルセメント２ａ化されつつ削孔１
０される。First, as shown in FIG. 1a, a hardening agent such as cement milk is injected from near the tip of the drilling/stirring rod 1, and then a hole 10 is drilled. The digging/stirring rod 1 has the function of digging and stirring, and the rod 1a is hollow, and the inside of the hollow is a flow path for the solidifying material, and a bit 3 is attached to the tip of the rod 1a.
, a stirring blade 4 is provided, and in the structure of claim (3), a co-rotation prevention device 5 having a diameter larger than the diameter of the excavation hole is provided on the upper part of the stirring blade 4.
This co-rotation prevention device 5 is provided with a boss 6.
It is rotatably provided via the. A discharge hole (not shown) for solidifying material is provided near the tip of the rod 19, for example at a suitable location on the bit 3, and is connected to a flow path in the rod la so that the solidifying material can be spouted out. . Therefore,
When rotation and pressing force (feeding force) are applied to the drilling/stirring rod l, the bit 3 excavates and the stirring blade 4 and co-rotation prevention device 5 stir it, so that the ground soil and solidified material are mixed inside the drilled hole. is stirred and mixed to form soil cement 2a while drilling hole 1.
It will be 0.
次いで、所定深度まで削孔１０したら削孔を停止し、第
１ｂ図に示すように、固化材の注入を、固化後の圧縮強
度がそれまでに注入した固化材よりも比較的大きな固化
材に切り替え、削孔底部をその固化材２ｂで充満させる
（ｉｌｌ求項（１）、請求項（２）の場合は削孔底部の
根固めに必要な距離だけ強度が比較的大きな固化材を注
入しつつ削孔する）。Next, the drilling is stopped when the hole has been drilled to a predetermined depth 10, and as shown in Fig. 1b, the solidifying material is injected into the solidifying material whose compressive strength after solidification is relatively larger than that of the solidified material injected up to that point. Switch, and fill the bottom of the drilled hole with the solidifying material 2b (in the case of ill claim (1) and claim (2), the solidifying material with relatively high strength is injected for a distance necessary for hardening the bottom of the drilled hole. ).
しかる後、掘削・攪拌ロッド１を回転させながら引き上
げる。After that, the digging/stirring rod 1 is pulled up while being rotated.
すると、第１ｃ図に示すように削孔底部は、固化後の圧
縮強度が比較的大きな固化材２ｂで充満され、他はソイ
ルセメント２ａ化された削孔１０が形成される。Then, as shown in FIG. 1c, a drilled hole 10 is formed in which the bottom of the drilled hole is filled with the solidified material 2b having a relatively high compressive strength after solidification, and the rest is made of soil cement 2a.
その後、第１」図に示すようにその下端外周面にスパイ
ラル翼１２１を有する中空管１１を、回転させつつ必要
に応じて下方に圧力をかけ、前記削孔１０内に埋設する
。前記中空管１１のスパイラル翼１２１は、所定幅を有
し略々−周以上になるように取り付けられている。この
スパイラル翼１２１は、−枚でも複数枚でもよく、その
−枚は１周以上でなく１周以下の所定長さでも良い。Thereafter, as shown in FIG. 1, the hollow tube 11 having spiral wings 121 on the outer circumferential surface of its lower end is buried in the drilled hole 10 while rotating and applying downward pressure as necessary. The spiral blades 121 of the hollow tube 11 have a predetermined width and are attached so as to extend approximately beyond the circumference. The spiral blades 121 may have one or a plurality of pieces, and the pieces may have a predetermined length of not more than one turn but less than one turn.
又、杭全長に対して多段に取り付けても良い。Moreover, it may be installed in multiple stages along the entire length of the pile.
２段に取り付けた場合を第２ｅ図、第２ｆ図に示す。Figures 2e and 2f show the case in which they are installed in two stages.
前記中空管１１は、削孔ｌＯ底部の固化後の圧縮強度が
比較的大きな固化材２ｂの部分に到達させて埋設する。The hollow tube 11 is buried so as to reach the part of the solidified material 2b having a relatively large compressive strength after solidification at the bottom of the drilled hole 1O.
長さが不足する場合（この場合がほとんどであるが）に
は、第１ｅ図に示すように、中空管１２を接続し埋設す
る。この接続は、下方の中空管１１をクランプ装置１３
等で支持し、その上方に中空管１２を同心的にネジ結合
や溶着で接続する。しかして、第１ｆ図に示すように、
削孔１０内のソイルセメント柱２ａ、２ｂの中に中空管
１１．１２が埋設された状態となり、ソイルセメント合
成杭の造成が完了する。If the length is insufficient (which is the case in most cases), the hollow tube 12 is connected and buried as shown in FIG. 1e. This connection connects the lower hollow tube 11 to the clamping device 13
etc., and the hollow tube 12 is concentrically connected above it by screw connection or welding. However, as shown in Figure 1f,
The hollow pipes 11 and 12 are buried in the soil cement pillars 2a and 2b in the drilled hole 10, and the construction of the soil cement composite pile is completed.
前記中空管１１．１２の頭部付近外周面には、図示の如
く４個の突起１４を放射状に突設されている。そして、
施工機械（図示せず）に把持されたキャップ５１の切り
込み５１ａに中空管１１゜１２の突起１４が係合されて
吊り上げられると５中空管１１．１２は突起１４と切り
込み１５ａの間にガタガタがあることにより、重力で垂
直に保持され、この状態で施工機械により中空管１１゜
１２に回転と給進を与えると、中空管は削孔１０内のソ
イルセメント柱２ａ内に垂直に嵌入される。前記突起１
４は少なくとも２個以上を中空管外周に等分割した個所
に放射状に突設される［請求項（４）］
尚、中空管１１の内周面には、突起を突設し、固化材と
の付着力を向上させてもよい［請求項（６）］。As shown in the figure, four protrusions 14 are provided radially projecting from the outer peripheral surface of the hollow tube 11, 12 near the head. and,
When the protrusions 14 of the hollow tubes 11 and 12 are engaged with the notches 51a of the cap 51 held by a construction machine (not shown) and lifted up, the hollow tubes 11 and 12 are suspended between the protrusions 14 and the notches 15a. Due to the rattling, it is held vertically by gravity, and when the construction machine rotates and feeds the hollow tube 11° 12 in this state, the hollow tube is vertically placed in the soil cement column 2a in the drilled hole 10. It will be inserted into. The protrusion 1
[Claim (4)] Further, protrusions are provided on the inner circumferential surface of the hollow tube 11 so as to protrude radially from at least two or more equally divided portions on the outer periphery of the hollow tube. The adhesion to the material may be improved [Claim (6)].
第２８乃至ｆ図は、他の実施例の施工順序の概要を示す
断面図であり、スパイラル翼１２１を有する短尺の中空
管１５と長尺の中空管１６を接続することによりスパイ
ラル付き中空管とする点が異なる［請求項（５）］だけ
で、他は第１８乃至ｆ図と同じであり、同一符号は同一
物を示すものである。前記短尺の中空管１５は、第３ａ
−ｂ図に示す如くその外周面にスパイラル翼１２１を有
するばかりでなく、その内周面に突起１８を突設すると
、固化材との付着力が向上し好ましい［請求項（６）］
、前記突起１日は、例えば、スパイラル状や縞模様のリ
ブ、あるいは鋼棒や鋼板等の突起を挙げることができる
。前記短尺の中空管１５と長尺の中空管１６の間には、
短尺の中空管１７を介在させてもよい。28 to f are sectional views showing an outline of the construction order of another embodiment, in which a short hollow pipe 15 having spiral wings 121 and a long hollow pipe 16 are connected to each other. The only difference is that the tube is empty [Claim (5)], and the rest is the same as in FIGS. 18 to 18f, and the same reference numerals indicate the same parts. The short hollow tube 15 has a third a
It is preferable to not only have the spiral blades 121 on the outer circumferential surface as shown in FIG.
Examples of the protrusions include spiral or striped ribs, or protrusions such as steel rods and plates. Between the short hollow tube 15 and the long hollow tube 16,
A short hollow tube 17 may be interposed.
尚、掘削・攪拌ロッド１は、前記図示の実施例に限定さ
れるものではない１例えば、オーガーを有していてもよ
いし、ロッドｌａは中空の二重管とし流路を２路設けて
もよい、如くである。Note that the excavation/stirring rod 1 is not limited to the illustrated embodiment 1. For example, it may have an auger, and the rod la may be a hollow double tube with two flow paths. It's good, it's like.
［発明の効果］
以上のとおり本発明によれば、次のような効果を奏する
ものである。[Effects of the Invention] As described above, the present invention provides the following effects.
■削孔時に削孔内をソイルセメントで満たすため、地盤
の緩みが全くなく杭の周面マサツカ、先端支持力が大き
い。■Since the inside of the hole is filled with soil cement during drilling, there is no loosening of the ground at all, and the pile has a firm circumferential surface and a high supporting capacity at the tip.
■孔底に固化後の圧縮強度が比較的大きな固化材を充満
させるため、大きな先端支持力を発揮する。■Since the bottom of the hole is filled with a solidified material that has a relatively high compressive strength after solidification, it exhibits a large tip supporting force.
■突起を利用して中空管を吊るため杭の鉛直性が高い【
請求項（４）Ｌ
■中空管先端にスパイラル翼があるため、ソイルセメン
トの凝結開始後でも回転挿入が容易である。■High verticality of the piles as the hollow pipes are hung using protrusions.
Claim (4)L (1) Since there is a spiral blade at the tip of the hollow tube, rotational insertion is easy even after the soil cement has started setting.
■削孔内をソイルセメントで満たしているため、中空管
回転挿入時の抵抗トルクが小さく、回転挿入が容易であ
る。■Since the inside of the drilled hole is filled with soil cement, the resistance torque during rotational insertion of the hollow tube is small and rotational insertion is easy.
■中空管先端部に所定幅のスパイラル翼が、略々−周以
上あるため削孔に対する杭芯ずれかない。■The tip of the hollow tube has spiral blades with a predetermined width that are approximately equal to or larger than the circumference, so there is no misalignment of the pile center relative to the drilling.
■掘削・攪拌ロッドには、共まわり防止装置が設けられ
ているため、均一なソイルセメントが造成できる［請求
項（３） ］ 。■Since the excavation/stirring rod is provided with a co-rotation prevention device, uniform soil cement can be created [Claim (3)].
■中空管吊込み用の突起を利用して地上で支持できるた
め、中空管の接続作業が容易であるし請求項（４１］。(2) Since the hollow tube can be supported on the ground using the protrusion for hanging it, the connection work of the hollow tube is easy.Claim (41).
■スパイラル翼の取り付けである短尺の中空管を、工場
等で製作することにより、取扱い、輸送が容易であり、
かつ、スパイラル翼の品質も安定する［請求項（５）］
。■By manufacturing the short hollow tube to which the spiral wing is attached in a factory, it is easy to handle and transport.
Moreover, the quality of the spiral blade is also stable [Claim (5)]
.
■中空管内面または短尺中空管内面に、突起を設けるこ
とにより、固化材と中空管の一体化が図れ、大きな先端
支持力を特徴する請求項（６）］。(2) By providing a protrusion on the inner surface of the hollow tube or the inner surface of the short hollow tube, the solidifying material and the hollow tube can be integrated, and claim (6) is characterized by a large tip supporting force.
■削孔内に中空管を回転挿入するため、既製コンクリー
ト杭、鋼管コンクリート杭等の厚内中空管の施工が可能
である。■Since the hollow pipe is rotated and inserted into the drilled hole, it is possible to construct thick hollow pipes such as ready-made concrete piles and steel pipe concrete piles.
第１８乃至ｆ図は、本発明の実施例の施工順序の概要を
示す断面図、第２８乃至ｆ図は、他の実施例の施工順序
の概要を示す断面図、第３ａ図は、短尺中空管の正面図
、第３ｂ図は、短尺中空管の縦断面図、第３ｃ図は中空
管頭部とこれに嵌合するキャップの斜視図、第４ａ図乃
至第４ｄ図、第５ａ図乃至第５Ｃ図及び第６ａ図乃至第
６ｄ図は、いずれも従来例の施工順序の概要を示す縦断
面図である。
１・・・掘削・攪拌ロッド、１ａ・・・ロッド、２ａ・
・・ソイルセメント、
２ｂ・・・固化後の圧縮強度が比較的大きな固化材。
３・・・ビット４・・・攪拌翼、
５・・・共まわり防止装置、１０・・・削孔、１１．１
６・・・中空管、１２１・・・スパイラル翼、１４・・
・突起、１５．１７・・・短尺中空管、１８・・・突起
。
特 許 出 願 人 新日本製鐵株式会社〃
株式会社クボタ
ｂ
ｉ２ｅ’ＱFigures 18 to f are sectional views showing an outline of the construction order of an embodiment of the present invention, Figures 28 to f are sectional views showing an outline of the construction order of other embodiments, and Figure 3a is a short-length medium A front view of the hollow tube, FIG. 3b is a longitudinal cross-sectional view of the short hollow tube, FIG. 3c is a perspective view of the hollow tube head and the cap that fits into it, FIGS. 4a to 4d, and FIG. 5a. 5C and 6a to 6d are vertical cross-sectional views showing an outline of the construction order of the conventional example. 1...Drilling/stirring rod, 1a...rod, 2a...
...Soil cement, 2b...Solidified material with relatively high compressive strength after solidification. 3... Bit 4... Stirring blade, 5... Co-rotation prevention device, 10... Hole drilling, 11.1
6...Hollow tube, 121...Spiral wing, 14...
-Protrusion, 15.17...Short hollow tube, 18...Protrusion. Patent applicant Nippon Steel Corporation
Kubota Co., Ltd. b i2e'Q
Claims (6)
。 （Ａ）掘削・攪拌ロッドにより、その先端部付近からセ
メントミルク等の固化材を注入しながら削孔することに
より、地盤土壌と固化材とを攪拌、混合して削孔内をソ
イルセメント化しつつ所定深度まで削孔する工程 （Ｂ）次に、掘削・攪拌ロッドの給進を停止し、固化材
の注入を、それまでに注入した固化材よりも固化後の圧
縮強度が比較的大きな固化材に切り替え削孔底部をその
固化材で充満する工程 （Ｃ）次に該掘削・攪拌ロッドを引き上げ、その後、所
定幅の少なくとも一枚のスパイラル翼を少なくとも下端
部の外周に有し、該スパイラル翼が所定長さ以上巻回さ
れている中空管を、回転させつつ給進させ、前記ソイル
セメント化した削孔内に、孔底の固化後の圧縮強度が比
較的大きな固化材まで到達させて埋設する工程(1) A soil cement composite pile construction method consisting of the following steps. (A) By drilling a hole while injecting a solidification material such as cement milk from near the tip of the drilling/stirring rod, the ground soil and solidification material are stirred and mixed to turn the inside of the hole into soil cement. Process of drilling to a predetermined depth (B) Next, the feeding of the drilling and stirring rod is stopped, and the solidification material is injected into the solidification material, which has a comparatively higher compressive strength after solidification than the solidification material injected up to that point. Step (C) of filling the bottom of the drilling hole with the solidified material: Next, the drilling/stirring rod is pulled up, and then the spiral blade has at least one spiral blade of a predetermined width on the outer periphery of at least the lower end. A hollow tube wound with a predetermined length or more is fed while rotating to reach the solidified material having a relatively high compressive strength after solidification at the bottom of the hole into the soil cemented hole. Burying process
。 （Ａ）掘削・攪拌ロッドにより、その先端部付近からセ
メントミルク等の固化材を注入しながら削孔することに
より、地盤土壌と固化材とを攪拌、混合して削孔内をソ
イルセメント化しつつ削孔底部の根固めに必要な距離だ
け浅い深度まで削孔する工程 （Ｂ）次に、固化材の注入を、固化後の圧縮強度がそれ
までに注入した固化材よりも比較的大きな固化材に切り
替え、前記削孔底部の根固めに必要な距離だけ固化材を
注入しつつ所定の深度まで削孔する工程 （Ｃ）次に該掘削・攪拌ロッドを引き上げ、その後、所
定幅の少なくとも一枚のスパイラル翼を少なくとも下端
部の外周に有し、該スパイラル翼が所定長さ以上巻回さ
れている中空管を、回転させつつ給進させ、前記ソイル
セメント化した削孔内に、孔底の固化後の圧縮強度が比
較的大きな固化材まで到達させて埋設する工程(2) A soil cement composite pile construction method consisting of the following steps. (A) By drilling a hole while injecting a solidification material such as cement milk from near the tip of the drilling/stirring rod, the ground soil and solidification material are stirred and mixed to turn the inside of the hole into soil cement. Step (B): Drilling the hole to a shallow depth by the distance necessary for hardening the bottom of the hole Step (C) of drilling the hole to a predetermined depth while injecting the solidification material a distance necessary for hardening the bottom of the hole. A hollow tube having spiral blades on at least the outer periphery of the lower end portion and around which the spiral blades are wound for a predetermined length or more is fed while rotating, and the bottom of the hole is fed into the soil cemented hole. The process of burying solidified material with relatively high compressive strength after solidification.
の共まわり防止装置を有することを特徴とする請求項（
１）または（２）に記載のソイルセメント合成杭造成方
法。(3) The drilling/stirring rod has a co-rotation prevention device having a diameter larger than the diameter of the excavation hole.
The method for constructing a soil cement composite pile according to 1) or (2).
とも２個の突起が放射状に突設され、その突起にキャッ
プの切り込みを嵌合させて中空管を着脱自在に連結して
垂直に保持し、該中空管に回転と給進を与えて埋設する
ことを特徴とする請求項（１）から請求項（３）のいず
れか１項に記載のソイルセメント合成杭造成方法。(4) The hollow tube has at least two protrusions protruding radially from the outer circumferential surface near the head thereof, and the hollow tube is detachably connected by fitting the notches of the cap into the protrusions. The method for constructing a soil-cement composite pile according to any one of claims (1) to (3), characterized in that the hollow pipe is held vertically and is buried while being rotated and fed. .
る短尺の中空管と、該短尺の中空管に接続可能な長尺の
中空管と、該短尺の中空管に接続可能な長尺の中空管と
より成ることを特徴とする請求項（１）から請求項（４
）のいずれか１項に記載のソイルセメント合成杭造成方
法。(5) The hollow tube includes a short hollow tube having spiral wings on its outer peripheral surface, a long hollow tube connectable to the short hollow tube, and a long hollow tube connected to the short hollow tube. Claims (1) to (4) characterized in that the tube is made of a hollow tube with a possible long length.
) The soil cement composite pile construction method according to any one of the above.
着力向上のための突起が固設されていることを特徴とす
る請求項（１）から請求項（５）のいずれか１項に記載
のソイルセメント合成杭造成方法。(6) The hollow tube according to any of claims (1) to (5) is characterized in that a protrusion is fixed to the lower part of the inner circumferential surface of the hollow tube to improve adhesion to the solidifying material. The soil cement composite pile construction method according to any one of the items.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2316532A JP2731806B2 (en) | 1990-11-20 | 1990-11-20 | Construction method of soil cement composite pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2316532A JP2731806B2 (en) | 1990-11-20 | 1990-11-20 | Construction method of soil cement composite pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH04185813A true JPH04185813A (en) | 1992-07-02 |
| JP2731806B2 JP2731806B2 (en) | 1998-03-25 |
Family
ID=18078155
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2316532A Expired - Lifetime JP2731806B2 (en) | 1990-11-20 | 1990-11-20 | Construction method of soil cement composite pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2731806B2 (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001317050A (en) * | 2000-03-03 | 2001-11-16 | Asahi Kasei Corp | Construction method of soil cement composite pile |
| KR100326869B1 (en) * | 1993-10-29 | 2002-06-22 | 요시다가쯔유끼 | Thin steel pipe pile and its embedding method |
| JP2003064664A (en) * | 2001-08-22 | 2003-03-05 | Tenox Corp | Construction method of soil cement composite pile |
| JP2005139807A (en) * | 2003-11-07 | 2005-06-02 | Iwami Kaihatsu Kk | Foundation pile and foundation structure |
| JP2006176962A (en) * | 2004-12-20 | 2006-07-06 | Takenaka Komuten Co Ltd | Semi-rigid joining structure of concrete pile and foundation slab or foundation beam and its construction method |
| JP2015206226A (en) * | 2014-04-22 | 2015-11-19 | 雅重機株式会社 | Construction method of cement-based soil pile |
| CN114635422A (en) * | 2022-03-31 | 2022-06-17 | 宁波中淳高科股份有限公司 | Rapid solidification method for cement soil of static drill root-planting pile |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002371550A (en) * | 2001-06-18 | 2002-12-26 | Asahi Kasei Corp | Construction method of soil cement composite ready-made pile |
| JP2003049425A (en) * | 2001-08-07 | 2003-02-21 | Asahi Kasei Corp | Soil cement composite pile |
| CN105113499B (en) * | 2015-10-23 | 2017-03-22 | 河海大学 | Test system and method for detecting cement content of pile body of cement stirring pile in real time |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6078013A (en) * | 1983-10-06 | 1985-05-02 | Tenotsukusu:Kk | Mixing and stirring blade device for excavated soil in ground improver |
| JPS6110625A (en) * | 1984-06-26 | 1986-01-18 | Daido Concrete Kogyo Kk | Process of settling concrete pile |
| JPS6397712A (en) * | 1986-10-14 | 1988-04-28 | Nkk Corp | Soil cement composite pile |
| JPH01142122A (en) * | 1987-11-27 | 1989-06-05 | Asahi Chem Ind Co Ltd | Small-diameter steel tubular pile |
-
1990
- 1990-11-20 JP JP2316532A patent/JP2731806B2/en not_active Expired - Lifetime
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6078013A (en) * | 1983-10-06 | 1985-05-02 | Tenotsukusu:Kk | Mixing and stirring blade device for excavated soil in ground improver |
| JPS6110625A (en) * | 1984-06-26 | 1986-01-18 | Daido Concrete Kogyo Kk | Process of settling concrete pile |
| JPS6397712A (en) * | 1986-10-14 | 1988-04-28 | Nkk Corp | Soil cement composite pile |
| JPH01142122A (en) * | 1987-11-27 | 1989-06-05 | Asahi Chem Ind Co Ltd | Small-diameter steel tubular pile |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100326869B1 (en) * | 1993-10-29 | 2002-06-22 | 요시다가쯔유끼 | Thin steel pipe pile and its embedding method |
| JP2001317050A (en) * | 2000-03-03 | 2001-11-16 | Asahi Kasei Corp | Construction method of soil cement composite pile |
| JP2003064664A (en) * | 2001-08-22 | 2003-03-05 | Tenox Corp | Construction method of soil cement composite pile |
| JP2005139807A (en) * | 2003-11-07 | 2005-06-02 | Iwami Kaihatsu Kk | Foundation pile and foundation structure |
| JP2006176962A (en) * | 2004-12-20 | 2006-07-06 | Takenaka Komuten Co Ltd | Semi-rigid joining structure of concrete pile and foundation slab or foundation beam and its construction method |
| JP2015206226A (en) * | 2014-04-22 | 2015-11-19 | 雅重機株式会社 | Construction method of cement-based soil pile |
| CN114635422A (en) * | 2022-03-31 | 2022-06-17 | 宁波中淳高科股份有限公司 | Rapid solidification method for cement soil of static drill root-planting pile |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2731806B2 (en) | 1998-03-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP2002155530A (en) | Embedding method and tip metal fitting of existing pile | |
| JPH04185813A (en) | Formation of soil-cement composite pile | |
| CN109183790A (en) | A kind of Screw Pile and its construction tool and construction method | |
| JPS5985028A (en) | Steel pipe pile and laying work thereof | |
| JP4095461B2 (en) | Pile sinking method and apparatus | |
| JPS59126821A (en) | Erection work of foundation pile | |
| JP4200237B2 (en) | Construction method of foundation pile | |
| JP3514183B2 (en) | Embedded pile and its construction method | |
| JP3673171B2 (en) | Concrete pile setting method | |
| JPS5817849B2 (en) | Foundation pile construction method | |
| JP2001140251A (en) | Composite pile and execution method therefor | |
| JP4360745B2 (en) | Construction method of ready-made piles | |
| JP4872561B2 (en) | Construction method of ready-made piles | |
| JPH03257215A (en) | Pile constructing method | |
| JP2002097639A (en) | Pile burying method and jig | |
| JPH0114378B2 (en) | ||
| JP3579869B2 (en) | Pre-boring type pile embedding method and drilling rod used therefor | |
| JP2006342560A (en) | Construction method of foundation pile | |
| JP3170604B2 (en) | Steel pipe construction method by medium digging method | |
| JP2645322B2 (en) | Construction method of soil cement composite pile | |
| JPH0627405B2 (en) | Ready-made pile burying method | |
| JP2866248B2 (en) | Construction method of hollow pipe pile | |
| JP2732138B2 (en) | Piling method | |
| JP3515991B2 (en) | Soil pillar construction equipment | |
| JPH0442493B2 (en) |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20081226 Year of fee payment: 11 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20081226 Year of fee payment: 11 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20091226 Year of fee payment: 12 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20091226 Year of fee payment: 12 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20101226 Year of fee payment: 13 |
|
| EXPY | Cancellation because of completion of term |