JP2002356847A - Bearing structure for foundation pile, and method for constructing foundation pile - Google Patents
Bearing structure for foundation pile, and method for constructing foundation pileInfo
- Publication number
- JP2002356847A JP2002356847A JP2002086508A JP2002086508A JP2002356847A JP 2002356847 A JP2002356847 A JP 2002356847A JP 2002086508 A JP2002086508 A JP 2002086508A JP 2002086508 A JP2002086508 A JP 2002086508A JP 2002356847 A JP2002356847 A JP 2002356847A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- steel pipe
- column
- pipe pile
- 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
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、地盤中に貫入した
基礎杭の支持構造および基礎杭の施工方法に関し、特に
高い先端支持力を有し、かつ施工性が良好な基礎杭の支
持構造および基礎杭の施工方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a support structure for a foundation pile penetrating into the ground and a method for constructing the foundation pile, and more particularly to a support structure for a foundation pile having a high tip support force and good workability. The present invention relates to a method for constructing a foundation pile.
【０００２】[0002]
【従来の技術】構造物の基礎等に用いる基礎杭の構造と
して、鋼管杭の先端部外周に取り付けた翼の木ネジとし
ての作用により、鋼管杭を埋設する施工方法が特開2000
-144728 号公報に提案されている。この基礎杭の施工方
法は、中掘回転貫入方式と一般に称されている。2. Description of the Related Art As a structure of a foundation pile used for a foundation of a structure or the like, a construction method of burying a steel pipe pile by the action of a wood screw attached to an outer periphery of a tip of the steel pipe pile is disclosed in Japanese Patent Laid-Open No. 2000-2000.
-144728. This method of constructing the foundation pile is generally referred to as a drilling rotary penetration method.
【０００３】この基礎杭の施工方法は、図12に示すよう
に、ダブルオーガー回転モーター32により、杭体10とオ
ーガーヘッド22とを互いに反対方向に回転させつつ、地
盤中に貫入させる施工方法であり、その際、杭体10の回
転貫入中に支持層または支持層を含む所望の区間にオー
ガーヘッド22から硬化性流動物23（セメントミルク等の
固化材液）を噴出し、翼10A とオーガーヘッド22の回転
により土砂と硬化性流動物23を撹拌混合し、その後、所
定の深さまで撹拌混合が終了したとき、杭を残置してオ
ーガー20を引き抜き、時間の経過に伴い軟化した土砂を
固化させる方法である。[0003] As shown in FIG. 12, this foundation pile is constructed by rotating the pile 10 and the auger head 22 in opposite directions by a double auger rotating motor 32 and penetrating into the ground. At this time, the hardening fluid 23 (solidified liquid material such as cement milk) is ejected from the auger head 22 to the support layer or a desired section including the support layer during the rotation penetration of the pile body 10, and the wing 10 </ b> A and the auger The rotation of the head 22 stirs and mixes the soil and the hardenable fluid 23, and then, when the stirring and mixing is completed to a predetermined depth, the pile is left and the auger 20 is pulled out to solidify the soil softened with time. It is a way to make it.
【０００４】なお、図12において、41はホースであり、
ホース41はオーガー20内に設けられた貫通孔21に連通し
ている。70は土砂と硬化性流動物23（セメントミルク等
の固化材液）との混合物であり、固化した根固め柱と杭
体10とを一体化させるようにしている。しかしながら、
基礎杭として必要な先端支持力を得るため、杭径の1.5
〜２倍程度の径を有する翼を杭先端部外周に取り付けた
鋼管杭は、図13に示す大がかりな翼10A を杭体10に取り
付ける加工費が高くなり、基礎杭のコスト上昇が避けら
れないという欠点がある。また、大きな面積を有する翼
10A を杭先端部外周に取り付けた鋼管杭は、翼10A と杭
体10との接合部に応力集中が発生することになるため、
基礎杭の支持構造として構造上の弱点部となりやすい。In FIG. 12, reference numeral 41 denotes a hose,
The hose 41 communicates with a through hole 21 provided in the auger 20. Reference numeral 70 denotes a mixture of earth and sand and a hardening fluid 23 (a solidifying material liquid such as cement milk), which is adapted to integrate the solidified column and the pile 10. However,
In order to obtain the necessary bearing capacity for the foundation pile,
Steel pipe piles with wings with a diameter of about 2 times attached to the outer periphery of the tip of the pile require a large processing cost to attach the large wing 10A to the pile body 10 shown in Fig. 13 and inevitably raise the cost of foundation piles There is a disadvantage that. Also, wings with large area
In a steel pipe pile with 10A attached to the periphery of the tip of the pile, stress concentration occurs at the joint between the wing 10A and the pile body 10,
It is likely to be a structural weak point as a support structure for the foundation pile.
【０００５】また、大きな面積を有する翼10A を杭先端
部外周に取り付けた鋼管杭は、杭体10の先端部に設けた
翼10A の木ネジ作用により地盤中に回転貫入させる際、
特に硬質な地盤の場合、貫入抵抗が大きく施工性が劣る
という問題がある。また、基礎杭としては、高さが20mm
以下の螺旋状の突起を杭外周に周設した鋼管杭が特許第
2512503 号に記載されている。A steel pipe pile having a large area of a wing 10A attached to the outer periphery of the tip of the pile is used to make the wing 10A provided at the tip of the pile 10 rotate and penetrate into the ground by the wood screw action.
Particularly in the case of hard ground, there is a problem that the penetration resistance is large and the workability is inferior. In addition, as a foundation pile, the height is 20 mm
Patented steel pipe pile with the following spiral protrusions around the periphery of the pile:
No. 2512503.
【０００６】この鋼管杭を用い、ドリル回転貫入方式に
より貫入し、基礎杭とした場合、杭径が600mm 以下の場
合には、回転貫入させる際に、杭先端に生じる土の閉塞
蓋により、先端支持力が発現されるが、閉塞蓋の断面積
と杭の閉塞面積とが同じであり、杭先端部における先端
支持力が不足するという問題がある一方、杭径が600mm
を超えた場合には、先端閉塞効果が低下して、先端支持
力が不足するという問題があった。When this steel pipe pile is penetrated by a drill rotary penetration method to form a foundation pile, and when the pile diameter is 600 mm or less, when the pile is rotated and penetrated, the tip of the pile is closed by a soil obstruction lid formed at the tip of the pile. Although the supporting force is expressed, the cross-sectional area of the closing lid and the closed area of the pile are the same, and there is a problem that the tip supporting force at the pile tip is insufficient, while the pile diameter is 600 mm
When the ratio exceeds the limit, there is a problem that the tip closing effect is reduced and the tip supporting force is insufficient.
【０００７】またさらに、構造物の基礎等に用いる基礎
杭の構造として、杭先端の支持力をさらに向上させれ
ば、地盤面積当たりに埋設する杭数を少なくできる効果
が期待できるので、杭先端支持力をさらに向上させたい
という強い要望がある。Further, as the structure of the foundation pile used for the foundation of the structure, if the supporting force at the tip of the pile is further improved, the effect of reducing the number of piles to be buried per ground area can be expected. There is a strong demand to further improve support.
【０００８】[0008]
【発明が解決しようとする課題】本発明は、さほど大き
な翼を設けなくても、高い先端支持力が得られる基礎杭
の支持構造を提供するとともに、この支持構造を容易に
施工できる基礎杭の施工方法を提供することを目的とす
る。SUMMARY OF THE INVENTION The present invention provides a support structure for a foundation pile capable of providing a high tip support force without providing a large wing, and a foundation pile capable of easily constructing the support structure. The purpose is to provide a construction method.
【０００９】[0009]
【課題を解決するための手段】本発明者らは、鋭意検討
を重ねて、先端部外周に高さが６mm以上の突起を設けた
鋼管杭を用いることにより上記課題を解決できるとの知
見に基づいて、本発明を完成させた。すなわち、本発明
は、以下のとおりである。 １． 先端部外周に高さが６mm以上の突起を設けた鋼管
杭と、地盤中の支持層あるいは支持層を含む区間に形成
されているとともに、前記鋼管杭の先端部が挿入され、
一体化されてなる根固め柱とを有することを特徴とする
基礎杭の支持構造。 ２． 前記根固め柱の高さＨを前記鋼管杭の杭径Ｄ1 寸
法の１倍以上、５倍以下とすることを特徴とする上記
１．に記載の基礎杭の支持構造。 ３． 前記根固め柱の径Ｄ2 を前記鋼管杭の杭径Ｄ1 の
1.2 〜2.0 倍とすることを特徴とする上記１または２に
記載の基礎杭の支持構造。 ４． 先端部外周に高さが６mm以上の螺旋状の突起を設
けた鋼管杭を地盤中の支持層または支持層を含む区間ま
で貫入させ、該区間に前記鋼管杭の先端部が挿入された
根固め柱を構築する基礎杭の施工方法であって、前記鋼
管杭の中空部にオーガーを挿入し、該オーガーにより地
盤を掘削するとともに前記鋼管杭を回転貫入させ、前記
区間にオーガーヘッドが達した段階で、前記オーガーヘ
ッドの掘削径を構築する根固め柱の径相当に拡大し、構
築する根固め柱の高さ分だけ掘削するとともに、前記オ
ーガーヘッドより固化液を噴出し、その後に、前記鋼管
杭の先端部を拡大して掘削した区間に残置して前記オー
ガーを引き抜き、前記固化液を固化させて根固め柱を構
築することを特徴とする基礎杭の施工方法。 ５． 先端部外周に高さが６mm以上の突起を設けた鋼管
杭を地盤中の支持層または支持層を含む区間まで貫入さ
せ、該区間に前記鋼管杭の先端部が挿入された根固め柱
を構築する基礎杭の施工方法であって、先ず、オーガー
により地盤を掘削し、前記区間にオーガーヘッドが達し
た段階で、前記オーガーヘッドの掘削径を構築する根固
め柱の径相当に拡大し、構築する根固め柱の高さ分だけ
掘削するとともに、前記オーガーヘッドより固化液を噴
出し、その後に、前記オーガーを引き抜き、前記固化液
が固化する前に前記鋼管杭を掘削した掘削孔に貫入し、
前記鋼管杭の先端部を拡大して掘削した区間に挿入し、
前記固化液を固化させて根固め柱を構築することを特徴
とする基礎杭の施工方法。 ６． 前記根固め柱の高さＨを前記鋼管杭の杭径Ｄ1 寸
法の１倍以上、５倍以下とすることを特徴とする上記
４．または５．に記載の基礎杭の施工方法。 ７． 前記根固め柱の径Ｄ2 を前記鋼管杭の杭径Ｄ1 の
1.2 〜2.0 倍とすることを特徴とする上記４．〜６．の
いずれかに記載の基礎杭の施工方法。 ８． 前記オーガーヘッドは拡翼機構を有し、該オーガ
ーヘッドを拡翼することにより前記区間の掘削を行うこ
とを特徴とする上記４．〜７．のいずれかに記載の基礎
杭の施工方法。 ９． 前記オーガーヘッドは前記固化液を噴射可能な高
圧噴射機構を有し、該オーガーヘッドより前記固化液を
高圧噴射することにより前記区間の掘削を行うことを特
徴とする上記４．〜７．のいずれかに記載の基礎杭の施
工方法。Means for Solving the Problems The present inventors have made intensive studies and found that the above problem can be solved by using a steel pipe pile having a projection with a height of 6 mm or more on the outer periphery of the tip. Based on this, the present invention has been completed. That is, the present invention is as follows. 1. A steel pipe pile having a protrusion with a height of 6 mm or more provided on the outer periphery of the tip, and formed in a section including a support layer or a support layer in the ground, and the tip of the steel pipe pile is inserted,
A support structure for a foundation pile, comprising an integrated rooting column. 2. 1 above, wherein the height H of the root consolidated pillar or 1 times the pile diameter D 1 dimension of the steel pipe pile, and 5 times or less. A support structure for a foundation pile according to (1). 3. The diameter D 2 of the pier column is the diameter D 1 of the steel pipe pile.
3. The support structure for a foundation pile according to the above item 1 or 2, wherein the ratio is 1.2 to 2.0 times. 4. A steel pipe pile having a helical protrusion with a height of 6 mm or more provided at the outer periphery of the tip portion is penetrated to a support layer or a section including a support layer in the ground, and the tip of the steel pipe pile is inserted into the section. A method of constructing a foundation pile for constructing a pillar, wherein an auger is inserted into a hollow portion of the steel pipe pile, the ground is excavated by the auger, and the steel pipe pile is rotated and penetrated, and the auger head reaches the section. Then, the excavating diameter of the auger head is enlarged to the diameter of the bolstering column to be constructed, the digging is performed by the height of the bolstering column to be constructed, and the solidified liquid is spouted from the auger head. A method for constructing a foundation pile, characterized in that the tip of a pile is enlarged and left in an excavated section, the auger is pulled out, and the solidified liquid is solidified to form a solidification column. 5. A steel pipe pile having a protrusion with a height of 6 mm or more provided at the outer periphery of the tip penetrates into a section including a support layer or a support layer in the ground, and a rooting column into which the tip of the steel pipe pile is inserted is constructed in the section. First, the ground is excavated with an auger, and at the stage when the auger head reaches the section, the excavation diameter of the auger head is enlarged to the diameter of the solidification column for constructing and constructing. While excavating by the height of the root consolidation column to be extruded, the solidified liquid is ejected from the auger head, and thereafter, the auger is pulled out and penetrated into the excavated hole where the steel pipe pile was excavated before the solidified liquid was solidified. ,
The tip of the steel pipe pile is enlarged and inserted into the excavated section,
A method for constructing a foundation pile, comprising solidifying the solidified liquid to form a solidification column. 6. The 4, wherein the height H of the root consolidated pillar or 1 times the pile diameter D 1 dimension of the steel pipe pile, and 5 times or less. Or 5. Construction method of foundation pile described in. 7. The diameter D 2 of the pier column is the diameter D 1 of the steel pipe pile.
3. The above item 4, characterized in that the ratio is 1.2 to 2.0 times. ~ 6. Construction method of foundation pile according to any of the above. 8. 3. The auger head has a wing expanding mechanism, and the section is excavated by expanding the auger head. ~ 7. Construction method of foundation pile according to any of the above. 9. 3. The auger head has a high-pressure injection mechanism capable of injecting the solidified liquid, and excavates the section by injecting the solidified liquid at a high pressure from the auger head. ~ 7. Construction method of foundation pile according to any of the above.
【００１０】[0010]
【発明の実施の形態】先ず、本発明の基礎杭の構造につ
いて図を用いて詳細に説明する。図１（ａ）は本発明の
基礎杭の構造を示す縦断面模式図であり、図１（ｂ）は
図１のＸ−Ｘ断面図である。図１中、符号１は鋼管杭
（以下、単に杭ともいう）、11A は鋼管杭１の先端部外
周に設けた突起である。２は根固め柱であり、この場
合、根固め柱２は支持層内に形成されていると共に、根
固め柱２には、鋼管杭１の先端部が挿入され、根固め柱
２と鋼管杭１の先端部とが一体化されている。図中３は
地盤、3Aは支持層上端、3Bは地表面である。また、Ｄ1
は杭径、Ｄ2 は根固め柱の径であり、Ｓは根固め柱内に
おける杭先端部挿入長さ、Ｈは根固め柱の高さである。
Ｄt は、突起を含めた杭先端部の径、すなわち、突起高
さをｔとするとＤt ＝Ｄ1 ＋２×ｔ（図２参照）であ
る。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS First, the structure of a foundation pile according to the present invention will be described in detail with reference to the drawings. FIG. 1A is a schematic longitudinal sectional view showing the structure of the foundation pile of the present invention, and FIG. 1B is a sectional view taken along line XX of FIG. In FIG. 1, reference numeral 1 denotes a steel pipe pile (hereinafter, also simply referred to as a pile), and reference numeral 11A denotes a projection provided on the outer periphery of the tip of the steel pipe pile 1. Numeral 2 denotes a ramming column. In this case, the ramming column 2 is formed in the support layer, and the tip of the steel pipe pile 1 is inserted into the ramming column 2. 1 and one end. In the figure, 3 is the ground, 3A is the upper end of the support layer, and 3B is the ground surface. D 1
The pile diameter, D 2 is the diameter of the root firm pillars, S is the pile tip insertion length in roots compaction the pillars, H is the height of the root firm pillars.
D t is D t = D 1 + 2 × t (see FIG. 2), where t is the diameter of the tip of the pile including the protrusion, ie, the height of the protrusion.
【００１１】また、図２は、本発明に用いる鋼管杭の要
部断面図であり、図２において、図２（ａ）、（ｂ）、
（ｃ）では突起部材が異なる。すなわち、11A 、11B 、
11Cはそれぞれ丸棒、角棒、三角棒であり、これらの突
起部材を螺旋状に鋼管杭１の先端部外周に巻き付かせ、
固着してある。また、図２（ｄ）は、丸棒11D を環状に
先端部外周に巻き付かせ、固着した鋼管杭１を示した。
θは突起部材の巻き付き方向と杭周方向となす突起巻き
付き角度であり、Ｌは突起を設けた杭先端からの長さで
ある。なお、鋼管内面には、一般の中掘り根固め杭と同
様に、先端閉塞を保持するためのずれ止めが取り付けら
れる。FIG. 2 is a sectional view of a main part of a steel pipe pile used in the present invention. In FIG. 2, FIG. 2 (a), FIG.
In (c), the projection members are different. That is, 11A, 11B,
11C is a round bar, a square bar, and a triangle bar, respectively, and these projecting members are spirally wound around the outer periphery of the tip of the steel pipe pile 1;
It is stuck. FIG. 2 (d) shows the steel pipe pile 1 in which the round bar 11D is wound around the outer periphery of the tip portion in an annular shape and fixed.
θ is the projection winding angle between the winding direction of the projection member and the pile circumferential direction, and L is the length from the tip of the pile provided with the projection. In addition, a slip stopper for holding the tip blockage is attached to the inner surface of the steel pipe in the same manner as a general middle digging pile.
【００１２】本発明では、先端部外周に高さが６mm以上
の突起を設けた鋼管杭１を用い、該鋼管杭１の先端部が
根固め柱内に挿入され、一体化されている基礎杭の支持
構造としたことが特徴である。以下、鋼管杭１の先端部
外周に設けた高さが６mm以上の突起の総称を11とする。
なお、後述する施工上の観点から本発明に用いる鋼管杭
１に設ける突起11の高さｔは、杭径Ｄ1 の10％以下とす
ることが好ましい。また、本発明では突起11を形成する
部材は特に限定されず、板材等とすることができる。但
し、板材に比較して、丸棒あるいは角棒の方が螺旋状ま
たは環状に加工することが容易であり、さらに鋼管杭へ
の取り付けも容易であるため、加工コストが比較的安価
になるという利点を有する。また、本発明では突起11を
鋼管杭周方向に断続的（船舶等のスクリュウのように）
に設けることもできるが、施工時、杭を地盤中に回転貫
入させることを考慮すると、突起は螺旋状に取り付けら
れていることが好ましい。鋼管杭１の先端部外周に上記
突起11を固着するには、溶接による他、圧延もしくは鋳
込みにより鋼管杭と突起とを一体形成することもでき
る。このようにして固着した鋼管杭１と突起11との接合
部強度は、突起11間にある根固め柱が圧縮により破壊す
る破壊強度（すなわち、根固め柱を形成するコンクリー
トの強度である圧縮強度をσc 、あるいは割裂強度をτ
c とした場合のτc ×ｐ：図15（ｂ）参照 ）より大き
くするのが、突起を設けたことによる先端支持力向上効
果を確実にするうえで望ましい。According to the present invention, a steel pipe pile 1 having a projection with a height of 6 mm or more provided on the outer periphery of the tip is used, and the tip of the steel pipe pile 1 is inserted into a consolidation column and integrated with a foundation pile. It is characterized by having a support structure. Hereinafter, a projection having a height of 6 mm or more provided on the outer periphery of the distal end portion of the steel pipe pile 1 is generally referred to as 11.
The height t of the projections 11 provided on the steel pipe pile 1 to be used in the present invention in view of construction to be described later, is preferably not greater than 10% of the pile diameter D 1. In the present invention, the member forming the protrusion 11 is not particularly limited, and may be a plate material or the like. However, compared to plate materials, round or square bars are easier to process spirally or annularly, and are easier to attach to steel pipe piles, so the processing cost is relatively low. Has advantages. In the present invention, the projections 11 are intermittently arranged in the circumferential direction of the steel pipe pile (like a screw of a ship or the like).
However, it is preferable that the protrusions are spirally attached in consideration of the fact that the pile is rotated and penetrated into the ground during construction. In order to fix the projection 11 on the outer periphery of the tip of the steel pipe pile 1, the steel pipe pile and the projection can be integrally formed by rolling or casting, in addition to welding. The joint strength between the steel pipe pile 1 thus fixed and the projection 11 is determined as the breaking strength at which the stake column between the protrusions 11 is broken by compression (that is, the compressive strength which is the strength of the concrete forming the stake column). Is σ c or the splitting strength is τ
tau c × p in the case where the c: that greater than FIG 15 (b) refer), desirable in ensuring the tip supporting force improving effect obtained by providing the projections.
【００１３】本発明では、上述したように、鋼管杭１の
先端部外周に設けた突起11の高さが６mm以上でかつ根固
め柱２は突起11の高さを含めた鋼管杭の径Ｄt よりも大
きな径Ｄ2 を有し、図１（ａ）、（ｂ）に示すように、
杭先端部が根固め柱２へ挿入され、杭先端部が根固め柱
から抜けないように根固め柱２と鋼管杭１先端部とが一
体化されている支持構造を有しているので、高い先端支
持力を得ることができる。In the present invention, as described above, the height of the protrusion 11 provided on the outer periphery of the tip of the steel pipe pile 1 is 6 mm or more, and the pier column 2 has the diameter D of the steel pipe pile including the height of the protrusion 11. has a larger diameter D 2 than t, as shown in FIG. 1 (a), (b) ,
Since the pile tip has a support structure in which the tip of the pile 2 and the tip of the steel pipe pile 1 are integrated so that the tip of the pile is inserted into the pillar 2 and the tip of the pile is not removed from the pillar, High tip support force can be obtained.
【００１４】本発明の支持構造により高い先端支持力が
得られる原理は、次のように説明できる。本発明では、
杭先端部外周に突起11が設けてあるので、図３（ａ）に
示すように、杭に対して作用する下向きの力Ｆが突起11
により根固め柱２の多数の箇所に分散して伝わり、さら
に、根固め柱２の径方向にも力が伝播（図３（ａ）中の
破線矢印）するので、根固め柱２の割れが生じにくくな
る一方、図３（ｂ）に示すように、鋼管杭１の先端部に
突起がない場合には、杭の下端にのみ力が伝播（図３
（ｂ）中の破線矢印）し、杭の下端に応力集中が発生す
るので、上記と同じ力Ｆに対し割れが生じやすい。The principle by which the support structure of the present invention can provide a high tip support force can be explained as follows. In the present invention,
Since the protrusion 11 is provided on the outer periphery of the tip of the pile, as shown in FIG.
As a result, the force is dispersed and transmitted to a large number of locations of the column 2 and the force also propagates in the radial direction of the column 2 (broken arrow in FIG. 3A). On the other hand, as shown in FIG. 3 (b), when there is no protrusion at the tip of the steel pipe pile 1, the force propagates only to the lower end of the pile (FIG. 3 (b)).
(A broken line arrow in (b)), and stress concentration occurs at the lower end of the pile, so that cracks are likely to occur with the same force F as above.
【００１５】このように、本発明では、杭に作用する下
向きの力が根固め柱に完全に埋め込まれた突起11により
分散されるので、突起11の高さをさほど高くしなくても
杭先端部に大きな支持力が発現するのである。その際、
杭先端部外周面に設けた突起11が小さすぎると、突起の
凹部に土砂が付着したり、回転貫入時における地盤との
摩擦による突起凸部の摩耗や突起凸部の腐食により、突
起高さが低くなった場合に杭と根固め柱との一体化効果
や根固め柱への力の分散効果が低くなる恐れがある。こ
のため、突起の高さｈを６mm以上としてある。As described above, according to the present invention, the downward force acting on the pile is dispersed by the projection 11 completely embedded in the stake-out column, so that the tip of the pile is not required to be so high. A large supporting force appears in the part. that time,
If the projection 11 provided on the outer peripheral surface of the tip of the pile is too small, the height of the projection may be reduced due to the adhesion of earth and sand to the depression of the projection, or the wear of the projection projection due to friction with the ground during rotation penetration and the corrosion of the projection projection. When the height is lowered, there is a possibility that the effect of integrating the pile and the shoring column and the effect of dispersing the force to the shoring column may decrease. For this reason, the height h of the projection is set to 6 mm or more.
【００１６】また、杭先端から地盤への力の分散効果
は、突起の形状にもよるが、一般に図４に示すように杭
軸方向に対してβの角度で広がり、βの値としては45°
程度以下（β≦45°）である。このため、突起を含めた
杭径Ｄt 、根固め柱の径Ｄ2 とは次式を満足することが
好ましい。 Ｄt ＋２・ｈ・tan β≦Ｄ2 ここで、ｈは根固め柱に埋め込まれた最上段の突起から
根固め柱底面までの長さである。なお、鋼管杭１に作用
する下向きの力Ｆを、根固め柱２内で効率良く径方向に
伝播させるためには、図２（ａ）と（ｄ）に示す突起11
が丸棒11A により構成されている場合や、図２（ｃ）に
示す突起11が三角棒11C により構成されている場合によ
うに、突起11が下方向外向きになるように傾斜して面を
有することが好ましい。さらに、図５に示すように、突
起11の高さを根固め柱11の上部にいくほど高くなるよう
にすると、効果的に根固め柱２に力を分散させることが
できる。The effect of dispersing the force from the tip of the pile to the ground depends on the shape of the projection, but generally spreads at an angle β with respect to the pile axis direction as shown in FIG. °
Degree (β ≦ 45 °). For this reason, it is preferable that the diameter D t of the pile including the protrusion and the diameter D 2 of the stiffening column satisfy the following expression. D t + 2 · h · tan β ≦ D 2 where h is the length from the uppermost projection embedded in the column to the bottom of the column. In order to efficiently transmit the downward force F acting on the steel pipe pile 1 in the radial direction within the stake column 2, the protrusions 11 shown in FIGS.
As shown in FIG. 2C, the projection 11 is inclined downward so that the projection 11 faces downward and outward, as in the case where the projection 11 shown in FIG. It is preferable to have Further, as shown in FIG. 5, when the height of the protrusion 11 is increased toward the upper part of the column, the force can be effectively dispersed to the column 2.
【００１７】また、本発明において、回転貫入により鋼
管杭を地盤中の支持層または支持層を含む区間に貫入す
る際には、杭先端に木ネジとしての機能により鋼管杭に
推進力が発生するようにして施工性を確保できるよう、
突起は螺旋状であることが好ましい。さらに、突起が螺
旋状であると、回転貫入時に杭先端付近の土が杭周面上
側へと運ばれるため、杭周辺地盤が締め固められ、周面
摩擦支持力が向上するという効果もある。この際、突起
の高さが６mm以上あると回転貫入時の推進力が高くな
り、杭の貫入性が向上する。Further, in the present invention, when the steel pipe pile penetrates into the support layer or the section including the support layer in the ground by rotary penetration, a propulsive force is generated in the steel pipe pile by a function as a wood screw at the tip of the pile. To ensure the workability
The projection is preferably spiral. Furthermore, when the projection is spiral, the soil near the tip of the pile is carried to the upper side of the pile peripheral surface during the rotation penetration, so that the ground around the pile is compacted, and there is also an effect that the peripheral surface friction supporting force is improved. At this time, when the height of the projection is 6 mm or more, the propulsive force at the time of rotation penetration is increased, and the penetration of the pile is improved.
【００１８】また、突起を杭に対して螺旋状に巻き付け
て取り付ける場合には、図２に示す突起巻き付き角度θ
を45゜以下とすることが好ましい。これは、突起巻き付
き角度θが大きすぎると、杭に対して作用する下向きの
力が効率よく突起から根固め柱に伝えられなくなるため
である。突起は、平板状の翼のように広い面積を有する
もの、すなわち、Ｄ1 に対する突起の高さｔが大きい場
合には、杭の回転貫入時の貫入抵抗が大きくなり、施工
性を悪化させる。したがって、杭の貫入時の施工性を考
慮すると、突起の高さはある程度小さいことが好まし
く、杭径Ｄ1 の10％以下であることが好ましい。突起
は、螺旋状または環状に１巻あれば突起がない場合に比
較して支持力が向上する。前述の杭に作用する力を分散
させる効果を十分に得るため、螺旋状または環状に複数
巻とすることが好ましい。突起を複数巻とした場合は、
全ての突起が根固め柱に覆われるように、杭の軸方向に
突起間隔を設けるとよい。When the projection is spirally wound around the pile and attached, the projection winding angle θ shown in FIG.
Is preferably 45 ° or less. This is because, if the projection winding angle θ is too large, the downward force acting on the pile will not be efficiently transmitted from the projection to the pier. Protrusions having a large area like a flat wing, i.e., when the height t of the projections with respect to D 1 is large, penetration resistance during rotation penetration of piles becomes large, deteriorating the workability. Therefore, considering the workability at the time of penetration of the pile, the height of the projection is preferably small to some extent, it is preferably not more than 10% of the pile diameter D 1. If the projection has one turn in a spiral or annular shape, the supporting force is improved as compared with the case where there is no projection. In order to sufficiently obtain the effect of dispersing the force acting on the above-mentioned pile, it is preferable to form a plurality of spiral or annular turns. If you have more than one projection,
It is advisable to provide an interval between the protrusions in the axial direction of the pile so that all the protrusions are covered by the bolster columns.
【００１９】ところで、図１（ａ）では、根固め柱２の
高さ方向全区間が地盤３の支持層内に位置していると示
してあるが、地盤３によっては、根固め柱２の高さ方向
区間の一部、もしくは根固め柱の高さ方向区間の途中か
ら下方を支持層内に位置させるようにすることもでき
る。ここで、上記の根固め柱２の大きさは、根固め柱２
の高さＨを鋼管杭１の杭径Ｄ1 寸法の１倍以上、５倍以
下とすることが好ましい。この理由は、根固め柱２の高
さＨを鋼管杭１の杭径Ｄ1 寸法の１倍未満とした場合、
根固め柱２内における杭先端部挿入長さＳが短くなって
しまい、先端支持力が不十分となり、一方、根固め柱２
の高さＨを鋼管杭１の杭径Ｄ1 寸法の５倍を超えるよう
にした場合、根固め柱構築のための施工コストが増大し
てしまう。このため、根固め柱２の高さＨを上記の範囲
とし、根固め柱２内における杭先端部挿入長さＳを適切
にすることができ、根固め柱２と鋼管杭１先端部との間
に十分な固着力を与えることができるようにした。その
際、根固め柱２内における杭先端部挿入長さＳを根固め
柱２の高さＨの0.6 〜0.9 倍とすることが、限定された
根固め柱２の高さの範囲内で先端支持力を効果的に高く
することができるのでより好ましい。FIG. 1 (a) shows that the entire section of the shoring column 2 in the height direction is located in the support layer of the ground 3; It is also possible to position the lower part in the support layer from a part of the height direction section or from the middle of the height direction section of the consolidation column. Here, the size of the above-mentioned column 2
It is preferable that the height H of the steel pipe pile 1 is not less than 1 time and not more than 5 times the dimension of the pile diameter D 1 of the steel pipe pile 1. If this is because, where the height H of the root compaction column 2 and less than 1 times the pile diameter D 1 dimension of the steel pipe pile 1,
The insertion length S of the tip of the pile in the shoring column 2 becomes short, and the supporting capacity of the tip becomes insufficient.
If you of the height H to exceed five times the pile diameter D 1 dimension of the steel pipe pile 1, the construction cost for the root firm pillar construction increases. For this reason, the height H of the consolidation column 2 is set to the above range, and the insertion length S of the tip of the pile in the consolidation column 2 can be made appropriate. A sufficient fixing force can be given in between. At this time, the insertion length S of the tip of the pile in the consolidation column 2 is set to be 0.6 to 0.9 times the height H of the consolidation column 2 within a limited range of the height of the consolidation column 2. This is more preferable because the supporting force can be effectively increased.
【００２０】また、根固め柱２の径Ｄ2 が鋼管杭１の杭
径Ｄ1 の1.2 倍以上、2.0 倍以下とすることが好まし
い。このように限定する理由は次のとおりである。根固
め柱２の径Ｄ2 が2.倍を超えるようになると、後述する
オーガーヘッドおよび施工機械が大がかりなものとな
る。一方、根固め柱２の径Ｄ2 が鋼管杭１の杭径Ｄ1 の
1.2 倍未満であると、必要な先端支持力向上効果が得ら
れない不都合が発生する場合がある。このため、根固め
柱２の径Ｄ2 を鋼管杭１の杭径Ｄ1 の1.2 〜2.0 倍とす
ることが好ましい。Further, the diameter D 2 of the root compaction column 2 is more than 1.2 times the pile diameter D 1 of the steel pipe pile 1, it is preferable to 2.0 times or less. The reason for this limitation is as follows. The diameter D 2 of the root compaction column 2 comes to more than 2. fold, auger head and construction machine will be described later becomes large-scale. On the other hand, the diameter D 2 of the root compaction column 2 of the steel pipe pile 1 of pile diameter D 1
If the ratio is less than 1.2 times, there may be a problem that a necessary effect of improving the tip support force cannot be obtained. Therefore, it is preferable that the diameter D 2 of the root compaction column 2 and from 1.2 to 2.0 times the pile diameter D 1 of the steel pipe pile 1.
【００２１】なお、本発明の基礎杭の支持構造において
は、杭径Ｄ1 が100 〜2000mmの鋼管杭に特に好適であ
る。以上説明した本発明の基礎杭の支持構造において、
図１（ａ）では、根固め柱２に固着されている鋼管杭１
の先端部を除く部分は、周辺の地盤と直接接触している
として示したが、本発明の基礎杭の支持構造では、鋼管
杭１の先端部を除く部分がセメントミルク等の固化液を
用いて固定化処理した土砂を介して周辺の地盤と接触す
るようにしてもよい。[0021] In the support structure of the foundation pile of the present invention, pile diameter D 1 is particularly suitable for steel pipe piles 100 ~2000mm. In the support structure of the foundation pile of the present invention described above,
In FIG. 1 (a), a steel pipe pile 1 fixed to a foundation column 2 is shown.
Although the portion excluding the tip portion is shown as being in direct contact with the surrounding ground, in the support structure of the foundation pile of the present invention, the portion excluding the tip portion of the steel pipe pile 1 uses a solidified liquid such as cement milk. Alternatively, the soil may be brought into contact with the surrounding ground through the immobilized earth and sand.
【００２２】次に、上述した基礎杭の支持構造を得る本
発明の基礎杭の施工方法について説明する。先ず、図１
（ａ）、図１（ｂ）に示した基礎杭の構造を得る施工方
法の第１の実施形態を、図６〜図８を用いて説明する。
図６は、本発明の基礎杭の施工過程を示す縦断面模式図
であり、図７は本発明の施工方法に用いるオーガーを示
す要部断面図である。図７（ａ）はスクリュー5Aを撹拌
部材としたオーガー５であり、図７（ｂ）はロッド5Bを
撹拌部材としたオーガー５である。また、図８は杭１と
オーガー５を回転させるダブルオーガー回転モーター32
を示す概略断面図である。図６、図７において、６はオ
ーガーヘッド、51は貫通孔であり、図８で33は外軸、34
は内軸、41はオーガー５内に設けた貫通孔51に連通させ
てあるホースである。Next, a method of constructing a foundation pile according to the present invention for obtaining the above-described foundation pile support structure will be described. First, FIG.
(A) The 1st embodiment of the construction method of obtaining the structure of the foundation pile shown in Drawing 1 (b) is described using Drawing 6-Drawing 8.
FIG. 6 is a schematic longitudinal sectional view showing a construction process of the foundation pile of the present invention, and FIG. 7 is a sectional view of a main part showing an auger used in the construction method of the present invention. FIG. 7A shows an auger 5 using the screw 5A as a stirring member, and FIG. 7B shows an auger 5 using the rod 5B as a stirring member. FIG. 8 shows a double auger rotating motor 32 for rotating the pile 1 and the auger 5.
FIG. 6 and 7, reference numeral 6 denotes an auger head, reference numeral 51 denotes a through hole, and in FIG.
Is an inner shaft, and 41 is a hose connected to a through hole 51 provided in the auger 5.
【００２３】本実施形態では、例えば図８に示すよう
に、ダブルオーガー回転モーター32に鋼管杭１とオーガ
ー５を連結して、鋼管杭１の先端に配置された拡翼可能
なオーガーヘッド６を回転させると共に、鋼管杭１をオ
ーガー５の回転と反対方向に回転させて、オーガーヘッ
ド６と共に、地盤３の表面3Bから地盤３中に鋼管杭１を
順次貫入させる。その際、先端部外周に高さが６mm以上
の螺旋状の突起が設けられた鋼管杭１を用い、この突起
による木ネジの作用と、オーガー５による地盤の掘削軟
化作用により、杭の回転貫入時の施工性を確保できる。
そして、図６（ｂ）に示すように、オーガーヘッド６が
根固め柱を構築する支持層または支持層より上方の所定
位置まで達した段階でオーガーヘッド６を拡翼し、オー
ガーヘッド６からセメントミルク等の固化材液を噴出
し、セメントミルク等の固化液と土砂とを撹拌混合し
て、根固め柱を構築する。In the present embodiment, for example, as shown in FIG. 8, the steel pipe pile 1 and the auger 5 are connected to the double auger rotating motor 32, and the wing-expandable auger head 6 arranged at the tip of the steel pipe pile 1 is provided. While rotating, the steel pipe pile 1 is rotated in a direction opposite to the rotation of the auger 5, and the steel pipe pile 1 is sequentially penetrated into the ground 3 from the surface 3 </ b> B of the ground 3 together with the auger head 6. At this time, a steel pipe pile 1 having a helical projection with a height of 6 mm or more provided on the outer periphery of the tip is used. The action of the wood screw by the projection and the softening action of the excavation of the ground by the auger 5 allow the pile to rotate and penetrate. Workability at the time can be secured.
Then, as shown in FIG. 6 (b), when the auger head 6 reaches a support layer or a predetermined position above the support layer for constructing the consolidation columns, the auger head 6 expands its wings, and the cement is removed from the auger head 6. A solidifying material liquid such as milk is jetted out, and a solidifying liquid such as cement milk and earth and sand are agitated and mixed to construct a solidification column.
【００２４】拡翼後のオーガーヘッド６による掘削径
は、突起を含めた鋼管杭１の径Ｄt よりも大きく、構築
する根固め柱の径Ｄ2 相当とする。また、拡翼後のオー
ガーヘッド６による掘削長さは、構築する根固め柱の高
さＨ相当とする。このようにして、構築する根固め柱の
区間の回転貫入が終了した後、鋼管杭１の先端部を拡大
して掘削した区間に残置してオーガー５を引き抜き、時
間の経過に伴い固化液を固化させて根固め柱２を構築す
る。The drilling diameter due auger head 6 after拡翼is larger than the diameter D t of the steel pipe pile 1, including the projections, and the diameter D 2 corresponding roots compacted column to build. The excavation length of the auger head 6 after the wing expansion is equivalent to the height H of the column to be built. In this way, after the rotation penetration of the section of the consolidation column to be constructed is completed, the tip of the steel pipe pile 1 is enlarged and left in the excavated section, and the auger 5 is pulled out. The solidified pillar 2 is constructed by solidification.
【００２５】このようにして施工することにより、図１
（ａ）、図１（ｂ）に示したような基礎杭の支持構造を
得ることができる。この際、構築する根固め柱２の高さ
Ｈを鋼管杭の杭径Ｄ1 寸法の１倍以上、５倍以下とする
のが好ましく、またさらに、根固め柱内における杭先端
部挿入長さＳを根固め柱の高さＨの0.6 〜0.9 倍とする
ことがより好ましい。これらの理由は上述したので省略
する。By performing the construction as described above, FIG.
(A), the support structure of the foundation pile as shown in FIG. 1 (b) can be obtained. At this time, more than 1 times the pile diameter D 1 dimension of the steel pipe pile height H of the root compaction column 2 of building, it is preferable to be 5 times or less, still further, the pile tip insertion length in roots compaction in column It is more preferable that S is 0.6 to 0.9 times the height H of the consolidation columns. Since these reasons have been described above, they will be omitted.
【００２６】また、構築する根固め柱２の径Ｄ2 を杭径
Ｄ1 の２倍を超えるようにした場合、オーガーヘッド６
を拡翼後の掘削径があまりに大きくなって、オーガーヘ
ッドおよび施工機械を大がかりなものとする必要が生じ
てくるため、杭径Ｄ1 の２倍以下とすることが好まし
く、一方、根固め柱の径Ｄ2 を鋼管杭の杭径Ｄ1 の1.2
未満とした場合、必要な先端支持力向上効果が得られな
い不都合が発生する場合があるので、根固め柱の径Ｄ2
を鋼管杭の杭径Ｄ1 の1.2 倍以上とするのが好ましい。In the case where the diameter D 2 of the column 2 to be constructed exceeds twice the diameter D 1 of the pile, the auger head 6
The becomes too large drilling diameter after拡翼, since the auger head and construction machines come to be arises as large-scale, preferably to less than twice the pile diameter D 1, on the other hand, the root compaction pillars the diameter D 2 of the steel pipe pile of pile diameter D 1 of the 1.2
If the diameter is less than 2 mm, a problem may occur in which the required effect of improving the tip support force cannot be obtained.
Is preferably at least 1.2 times the pile diameter D 1 of the steel pipe pile.
【００２７】ここで、鋼管杭１とオーガー５を回転させ
るには、ダブルオーガー回転モーター32を用いずに、図
９に示すように、杭回転モーター35とオーガー回転モー
ター36を用いるようにしてもよい。また、オーガーと鋼
管杭との回転方向は、同方向とすることもできる。さら
に、上記の例では、オーガーヘッド６を拡翼機構を有す
るものを用いたが、本発明に用いるオーガーヘッドはこ
れに限定されず、例えば、図11に示すように、オーガー
ヘッド６は固化液を噴射可能な高圧噴射機構を有し、オ
ーガーヘッド６より前記固化液を高圧噴射することによ
り構築する根固め柱の区間の掘削を行うようにしてもよ
い。Here, in order to rotate the steel pipe pile 1 and the auger 5, the pile rotation motor 35 and the auger rotation motor 36 may be used as shown in FIG. 9 without using the double auger rotation motor 32. Good. Further, the rotation direction of the auger and the steel pipe pile may be the same direction. Further, in the above example, the auger head 6 having the wing expanding mechanism was used, but the auger head used in the present invention is not limited to this. For example, as shown in FIG. May be excavated in a section of the bolstering column constructed by injecting the solidified solution at a high pressure from the auger head 6.
【００２８】以上説明した本発明の第１の実施の形態に
係る基礎杭の施工方法では、図２（ａ）、（ｂ）、
（ｃ）で説明したような螺旋状の突起を先端部外周に設
けた鋼管杭１を用い、オーガーヘッド６が根固め柱を構
築しようとする区間の上端に達するまでは、オーガーヘ
ッド６による掘削径を拡大することなく掘削し、さらに
鋼管杭１を回転貫入するようにするので、施工時の回転
トルクを小さくできて、施工性を良好にすることができ
ると共に、杭周辺の地盤を大きく乱すことがないので、
施工後の杭と周辺地盤との間の周面摩擦力および水平地
盤反力を十分な大きさとすることができるうえに、突起
を設けた先端部を根固めして、根固め部に固着させるた
めに、高い先端支持力が得られる。また、本発明の第１
の実施形態に係る基礎杭の施工方法は、軟弱地盤の大深
度施工に向いている。According to the method for constructing a foundation pile according to the first embodiment of the present invention described above, FIGS.
Excavation by the auger head 6 is performed until the auger head 6 reaches the upper end of the section where the augmentation pillar is to be constructed, using the steel pipe pile 1 having the spiral projections provided on the outer periphery of the tip as described in (c). Since the excavation is performed without increasing the diameter and the steel pipe pile 1 is rotated and penetrated, the rotation torque during construction can be reduced, the workability can be improved, and the ground around the pile is greatly disturbed. Since there is no
The peripheral friction force between the pile and the surrounding ground after construction and the horizontal ground reaction force can be made sufficiently large, and the tip end with the projection is fixed and fixed to the fixing part Therefore, a high tip support force can be obtained. In addition, the first aspect of the present invention
The method for constructing a foundation pile according to the embodiment is suitable for deep construction on soft ground.
【００２９】次いで、第２の実施形態に係る基礎杭の施
工方法について、図10（ａ）〜図10（ｃ）を用いて説明
する。第２の実施形態の施工方法によれば、図10（ｃ）
に示すような基礎杭の支持構造を得ることができる。第
２の実施形態の施工方法は、オーガーを鋼管杭の中空部
に挿入して掘削を開始するのではなく、オーガーのみを
地盤中に回転貫入させて、予め杭穴を掘削する。Next, a method for constructing a foundation pile according to the second embodiment will be described with reference to FIGS. 10 (a) to 10 (c). According to the construction method of the second embodiment, FIG.
The support structure of the foundation pile as shown in FIG. In the construction method according to the second embodiment, instead of inserting an auger into the hollow portion of the steel pipe pile and starting excavation, only the auger is rotationally penetrated into the ground, and a pile hole is excavated in advance.
【００３０】オーガー５としては、オーガーヘッド６が
拡翼機構を有するものを用い、拡翼した時の掘削径は、
突起を含めた鋼管杭１の径Ｄt よりも大きく、構築する
根固め柱の径Ｄ2 相当とする。また、拡翼後のオーガー
ヘッド６による掘削長さは、構築する根固め柱の高さＨ
相当とする。なお、オーガーヘッド６が構築する根固め
柱の区間の上端に到達するまでの間は、オーガーヘッド
６を拡翼せずに掘削を行い、構築する根固め柱の区間の
上端に到達した時点で、図10（ｂ）に示すように、オー
ガーヘッド６を拡翼して掘削を行う。さらに、この区間
を掘削する際には、セメントミルク等の固化材液を噴出
し続け、セメントミルク等の固化液と土砂とを撹拌混合
して、根固め柱７を構築する。根固め柱の支持力を向上
させる目的で、固化液に砂、砂礫等を混入させてもよ
い。そして、オーガーヘッド６が、構築する根固め部２
の下端に到達したときに、オーガーの回転貫入を終了さ
せて、オーガー５を引き抜く。構築する根固め部２の大
きさは、上述した第１の実施形態と同様な寸法とするの
が好ましい。As the auger 5, an auger head 6 having a wing expanding mechanism is used.
Greater than the diameter D t of the steel pipe pile 1, including the projections, and the diameter D 2 corresponding roots compacted column to build. In addition, the excavation length by the auger head 6 after the wing expansion is the height H of the solidification column to be constructed.
Equivalent. Until the auger head 6 reaches the upper end of the section of the consolidation column to be constructed, excavation is performed without expanding the auger head 6 and when the upper end of the section of the consolidation column to be constructed is reached. As shown in FIG. 10B, the auger head 6 is excavated by expanding the wings. Further, when excavating this section, the solidification material liquid such as cement milk is continuously jetted out, and the solidification liquid such as cement milk and the earth and sand are agitated and mixed, thereby constructing the solidification column 7. Sand, gravel, or the like may be mixed into the solidification liquid for the purpose of improving the support force of the column. And the auger head 6 is used to build the
When the lower end of the auger is reached, the rotation and penetration of the auger are terminated, and the auger 5 is pulled out. It is preferable that the size of the root bolster 2 to be constructed is the same as that of the first embodiment described above.
【００３１】次いで、根固め柱７が固化する前に、図２
で説明した先端部外周に高さが６mm以上の突起を設けた
鋼管杭１を貫入させ、鋼管杭１の先端部を拡大して掘削
した区間の根固め柱７に挿入し、時間の経過に伴い軟化
した土砂を固化させ、杭先端部と根固め柱２とを一体化
させる。なお、第２の実施形態に係る基礎杭の施工方法
では、オーガーにより掘削した杭穴に鋼管杭を貫入する
こととなるため、必ずしも螺旋状の突起を設けた鋼管杭
を回転貫入する必要はなく、図２（ｄ）に示すような環
状突起の設けた鋼管杭を用いてもよい。また、杭と周辺
地盤との間の周面摩擦力および水平地盤反力を得るため
に、根固め柱を構築しようとする区間にオーガーヘッド
が到達する前からソイルセメント等の固化液を注入する
ようにしてもよい。また、オーガーヘッドとして、図11
に示すセメントミルク等の固化液の高圧噴射機構を有す
るものを用いてもよいことは言うまでもない。Next, before the solidification column 7 is solidified, FIG.
The steel pipe pile 1 provided with a protrusion with a height of 6 mm or more is penetrated into the outer periphery of the tip described in the above, and the tip of the steel pipe pile 1 is enlarged and inserted into the column 7 of the excavated section. Accompanying this, the softened earth and sand is solidified, and the tip of the pile and the column 2 are integrated. In the method for constructing a foundation pile according to the second embodiment, since a steel pipe pile penetrates a pile hole excavated by an auger, it is not always necessary to rotate and penetrate a steel pipe pile provided with a spiral projection. Alternatively, a steel pipe pile provided with an annular projection as shown in FIG. 2 (d) may be used. In addition, in order to obtain the peripheral frictional force between the pile and the surrounding ground and the horizontal ground reaction force, a solidifying liquid such as soil cement is injected before the auger head reaches the section where the solidification column is to be constructed. You may do so. As an auger head, FIG.
It is needless to say that a device having a high-pressure injection mechanism for a solidified liquid such as cement milk shown in FIG.
【００３２】このような本発明の第２の実施形態に係る
基礎杭の施工方法は、予め杭穴を掘削して根固め柱７を
構築してから、根固め柱７が固化する前に、鋼管杭１を
貫入するので、鋼管杭１を貫入する際の施工性がよくな
る。この予め杭穴を掘削する施工方法は、一般に30ｍよ
り浅い、比較的硬質な地盤に向いている。In the method for constructing a foundation pile according to the second embodiment of the present invention, a pile hole is excavated in advance to construct a stake column 7, and then, before the stake column 7 is solidified. Since the steel pipe pile 1 is penetrated, workability when penetrating the steel pipe pile 1 is improved. This method of excavating a pile hole in advance is suitable for relatively hard ground, generally shallower than 30 m.
【００３３】[0033]
【実施例】上述した本発明に係る基礎杭の支持構造の効
果を確認するため、先端部外周に高さが６mm以上の突起
を設けた鋼管杭を用い、該鋼管杭の先端部の周囲に枠体
を形成し、この枠体内にセメントミルクに砂、砂礫等を
混入させたコンクリートを注入し、杭先端部と根固め柱
とが一体化されている試験体を作製し、室内で載荷試験
を行った。その際、表１に示すように、先端部外周に高
さが６mm以上の突起を設けた鋼管杭を用い、発明例（試
験体２〜８）とした。この場合、鋼管杭１の先端部外周
に直径の異なる丸棒を螺旋状に巻き付かせ、溶接により
突起と鋼管杭とを接合した。突起の巻き付き段数は、１
〜６段とした。EXAMPLE In order to confirm the effect of the support structure for a foundation pile according to the present invention described above, a steel pipe pile having a protrusion with a height of 6 mm or more provided on the outer periphery of the tip was used. Form a frame, inject concrete mixed with sand, gravel, etc. into cement milk into this frame, make a test body in which the tip of the pile is integrated with the solidification column, and perform a load test indoors Was done. At that time, as shown in Table 1, steel pipe piles having protrusions with a height of 6 mm or more provided on the outer periphery of the tip portion were used, and the invention examples (test specimens 2 to 8) were used. In this case, round rods having different diameters were spirally wound around the outer periphery of the tip of the steel pipe pile 1, and the projection and the steel pipe pile were joined by welding. The number of winding steps of the projection is 1
６6 stages.
【００３４】また、先端部外周に突起を設けていない鋼
管杭を用い、比較例（試験体１）とした。なお、載荷試
験は、根固め柱側を下として剛性の高い床上に載置し、
鋼管杭と根固め柱と間で破壊が発生するまで、鋼管杭の
上部に載荷する荷重（図３と同じ方向に力Ｆを作用させ
た）を徐々に増大させて行い、鋼管杭と根固め柱と間で
破壊が発生したときの最大先端支持荷重を求めた。In addition, a comparative example (test body 1) was used using a steel pipe pile having no protrusion on the outer periphery of the tip. In addition, the loading test was carried out on a highly rigid floor with
Until a fracture occurs between the steel pipe pile and the pier, the load applied to the upper part of the steel pipe stake (with the force F applied in the same direction as in FIG. 3) is gradually increased, and the steel pipe pier and the pier are consolidated. The maximum tip supporting load when a fracture occurred between the column and the column was determined.
【００３５】載荷試験により得られた最大先端支持荷重
を表１および図14に示す。Table 1 and FIG. 14 show the maximum tip supporting loads obtained by the loading test.
【００３６】[0036]
【表１】 [Table 1]
【００３７】表１および図14に示す結果から、発明例
（試験体２〜８）の場合には、比較例（試験体１）の場
合より高い先端支持力を有することがわかる。なお、発
明例（試験体２〜８）の場合、杭先端部外周に突起が設
けてあるので、図３（ａ）で説明したようにして、杭１
に対して作用する下向きの力Ｆが突起11により根固め柱
２の多数の箇所に分散して伝わり、さらに、根固め柱２
の径方向にも力が伝播し、その結果、根固め柱２内にお
いて、角度αが25〜50°である破断面（図15（ａ）中の
破線）が生じた。一方、比較例（試験体１）の場合、鋼
管杭１の先端部外周に突起が設けてないので、図３
（ｂ）に示すように、杭の下端にのみ力が伝播し、杭の
下端に応力集中が発生し、上記発明例（試験体２〜８）
の場合より低い先端支持荷重で割れが生じた。From the results shown in Table 1 and FIG. 14, it can be seen that the invention examples (test specimens 2 to 8) have a higher tip supporting force than the comparative example (test specimen 1). In the case of the invention examples (test specimens 2 to 8), since the protrusion is provided on the outer periphery of the tip of the pile, the pile 1 is provided as described with reference to FIG.
The downward force F acting on the pillars 2 is dispersed and transmitted to many portions of the pillars 2 by the projections 11, and further, the pillars 2
The force was also propagated in the radial direction, and as a result, a fractured surface having an angle α of 25 to 50 ° (broken line in FIG. On the other hand, in the case of the comparative example (specimen 1), since no protrusion is provided on the outer periphery of the tip of the steel pipe pile 1, FIG.
As shown in (b), the force propagates only to the lower end of the pile, and stress concentration occurs at the lower end of the pile.
Cracking occurred at a lower tip support load than in the case of.
【００３８】また、発明例（試験体２〜８）の場合にお
いて、図15（ａ）に示すｂの長さを調べた結果、ｂ／ｈ
＝２〜５（ｈは突起高さ）であった。発明例（試験体２
〜８）の場合、突起間の間隔ｐ（ピッチｐ）を突起高さ
ｈの５倍以上（表１ではｐ／ｈ＝7.7 〜33）としたの
で、図15（ａ）に模式的に示した角度αが25〜50°であ
る破断面が発生したものと考えられる。In the case of the invention examples (test specimens 2 to 8), the length of b shown in FIG.
= 2 to 5 (h is the height of the protrusion). Invention Example (Specimen 2
In the cases (1) to (8), the interval p (pitch p) between the projections is set to 5 times or more the projection height h (p / h = 7.7 to 33 in Table 1). It is considered that a fracture surface having an angle α of 25 to 50 ° occurred.
【００３９】また、根固め柱の強度（根固め柱を形成す
るコンクリート強度）を測定したところ、圧縮強度σc
が25Ｎ/mm2、割裂強度τc が2.5 Ｎ/mm2で、σc / τc
＝10であった。突起下のコンクリート圧縮耐力はｈ×σ
c 、突起間のコンクリートせん断耐力はｐ×τc （図15
( ｂ）参照）で表されることより、この両者の耐力バラ
ンスが突起による先端支持力向上に寄与していると考え
ると、ｋ×（ｈ×σc）＝ｐ×τc の関係式において、
比例定数ｋ≒0.77〜3.3 とすると発明例の場合における
ｐ／ｈ＝7.7 〜33にほぼ一致する結果となる。When the strength of the consolidation columns (concrete strength forming the consolidation columns) was measured, the compressive strength σ c
Is 25 N / mm 2 , the splitting strength τ c is 2.5 N / mm 2 , and σ c / τ c
= 10. Concrete compressive strength under the protrusion is h × σ
c , concrete shear strength between protrusions is p × τ c (Fig. 15
(refer to (b)), it is considered that the balance between the proof stresses contributes to the improvement of the tip support force by the projection, and the relational expression of k × (h × σ c ) = p × τ c ,
Assuming that the proportionality constant k ≒ 0.77 to 3.3, the result almost coincides with p / h = 7.7 to 33 in the case of the invention.
【００４０】[0040]
【発明の効果】本発明の基礎杭の支持構造によれば、先
端部に突起を設けた鋼管杭と根固め柱とが一体化され、
高い先端支持力を有する基礎杭が得られる。また、本発
明の基礎杭の施工方法によれば、良好な施工性を確保し
たまま、高い先端支持力を有する基礎杭の施工が可能と
なる。さらに、周辺地盤との周辺摩擦力を十分確保でき
る。According to the support structure for a foundation pile of the present invention, a steel pipe pile having a projection at a tip end and a stake column are integrated,
A foundation pile having a high tip bearing capacity can be obtained. Further, according to the method for constructing a foundation pile of the present invention, construction of a foundation pile having a high tip supporting force can be performed while securing good construction property. Further, a sufficient peripheral frictional force with the surrounding ground can be secured.
【図１】（ａ）は本発明の基礎杭の構造を示す縦断面模
式図であり、（ｂ）は図１のＸ−Ｘ断面図である。1A is a schematic vertical sectional view showing the structure of a foundation pile according to the present invention, and FIG. 1B is a sectional view taken along line XX of FIG.
【図２】本発明に用いる鋼管杭の要部断面図であり、
（ａ）と（ｂ）と（ｃ）と（ｄ）とは突起部材が異な
る。FIG. 2 is a sectional view of a main part of a steel pipe pile used in the present invention,
(A), (b), (c), and (d) have different projection members.
【図３】根固め柱に対する力の伝播を示す模式図であ
り、（ａ）は鋼管杭先端に突起がある場合（本発明）
を、（ｂ）は鋼管杭先端に突起がない場合を示す。FIG. 3 is a schematic view showing the propagation of a force to a foundation column. FIG. 3 (a) shows a case where a projection is provided at the tip of a steel pipe pile (the present invention).
(B) shows the case where there is no protrusion at the tip of the steel pipe pile.
【図４】根固め柱に対する力の伝播を示す模式図であ
る。FIG. 4 is a schematic view showing the propagation of a force to a consolidation column.
【図５】根固め柱に対する力の伝播を示す模式図であ
る。FIG. 5 is a schematic diagram showing the propagation of a force to a ramming column.
【図６】本発明の第１の実施形態に係る基礎杭の施工方
法を示す説明図である。FIG. 6 is an explanatory view showing a method for constructing a foundation pile according to the first embodiment of the present invention.
【図７】本発明の施工方法に用いるオーガーを示す要部
断面図であり、（ａ）と（ｂ）とはオーガーの撹拌部材
の形状が異なる。FIG. 7 is a cross-sectional view of a main part showing an auger used in the construction method of the present invention, wherein (a) and (b) have different shapes of a stirring member of the auger.
【図８】ダブルオーガー回転モーターを示す概略断面図
である。FIG. 8 is a schematic sectional view showing a double auger rotating motor.
【図９】杭とオーガーをそれぞれ回転させる回転モータ
ーを示す概略断面図である。FIG. 9 is a schematic cross-sectional view showing a rotation motor that rotates the pile and the auger, respectively.
【図10】本発明の第１の実施形態に係る基礎杭の施工方
法を示す説明図である。FIG. 10 is an explanatory diagram showing a method for constructing a foundation pile according to the first embodiment of the present invention.
【図11】本発明に用いる他のオーガー例を示す説明図で
ある。FIG. 11 is an explanatory diagram showing another example of an auger used in the present invention.
【図12】従来の基礎杭の施工方法を示す説明図であり、
（ａ）は貫入初期の状態、（ｂ）は杭体先端が支持層内
の所望深さに到達した状態、（ｃ）はオーガーを引き上
げた状態である。FIG. 12 is an explanatory diagram showing a conventional method of constructing a foundation pile,
(A) is a state at the initial stage of penetration, (b) is a state where the tip of the pile body has reached a desired depth in the support layer, and (c) is a state where the auger is pulled up.
【図13】従来の鋼管杭の先端部に取り付けられた翼の形
状を示す斜視図である。FIG. 13 is a perspective view showing a shape of a blade attached to a tip of a conventional steel pipe pile.
【図14】本発明の基礎杭の効果を示すグラフである。FIG. 14 is a graph showing the effect of the foundation pile of the present invention.
【図15】本発明の基礎杭における先端支持効果を説明す
る要部断面図である。FIG. 15 is a cross-sectional view of a principal part explaining a tip support effect in the foundation pile of the present invention.
１ 鋼管杭（杭） 11、11A 、11B 、11C 、11D 突起 12 管内ずれ止め ｔ 突起高さ Ｌ 突起を設けた杭先端からの長さ ２ 根固め柱 ３ 地盤 3A 支持層上端 3B 地面 Ｄ1 杭径 Ｄt 突起を含めた杭先端部の径 Ｄ2 根固め柱の径 Ｓ 根固め柱内における杭先端部挿入長さ Ｈ 根固め柱の高さ θ 突起巻き付き角度 ５ オーガー 51 貫通孔 5A、5B 撹拌部材 ６ オーガーヘッド ７ 土砂と固化材液との混合物 32 ダブルオーガー回転モーター 33 外軸 34 内軸 35 杭回転モーター 36 オーガー回転モーターReference Signs List 1 steel pipe pile (pile) 11, 11A, 11B, 11C, 11D protrusion 12 stopper in pipe t protrusion height L length from the tip of the pile provided with protrusion 2 rooting column 3 ground 3A upper end of support layer 3B ground D 1 pile diameter D t the height of the pile tip insertion length H roots consolidated pillar in the size S roots compaction pillars diameter D 2 roots firm pillars of pile tip including a projection θ projections wrap angle 5 auger 51 through holes 5A, 5B Stirring member 6 Auger head 7 Mixture of earth and sand and solidifying material liquid 32 Double auger rotating motor 33 Outer shaft 34 Inner shaft 35 Pile rotating motor 36 Auger rotating motor
───────────────────────────────────────────────────── フロントページの続き Ｆターム(参考） 2D041 AA02 BA13 CA05 CB06 DB02 FA01 FA05 2D050 AA06 CA02 CA05 CB04 CB09 CB42 ──────────────────────────────────────────────────続 き Continued on the front page F term (reference) 2D041 AA02 BA13 CA05 CB06 DB02 FA01 FA05 2D050 AA06 CA02 CA05 CB04 CB09 CB42
Claims (9)
けた鋼管杭と、地盤中の支持層あるいは支持層を含む区
間に形成されているとともに、前記鋼管杭の先端部が挿
入され、一体化されてなる根固め柱とを有することを特
徴とする基礎杭の支持構造。1. A steel pipe pile having a protrusion with a height of 6 mm or more provided on the outer periphery of a tip thereof, and a support layer or a section including a support layer in the ground, wherein the tip of the steel pipe pile is inserted. A support structure for a foundation pile, comprising:
径Ｄ1 寸法の１倍以上、５倍以下とすることを特徴とす
る請求項１に記載の基礎杭の支持構造。Wherein said height H of the root hardened Column the steel pipe pile of pile diameter D 1 dimension 1 times or more, the support structure of the foundation pile according to claim 1, characterized in that a 5-fold or less.
径Ｄ1 の1.2 〜2.0倍とすることを特徴とする請求項１
または２に記載の基礎杭の支持構造。3. A process according to claim 1, characterized in that the diameter D 2 of the roots compacted column and 1.2 to 2.0 times the pile diameter D 1 of the said steel pipe pile
Or the support structure of the foundation pile according to 2.
突起を設けた鋼管杭を地盤中の支持層または支持層を含
む区間まで貫入させ、該区間に前記鋼管杭の先端部が挿
入された根固め柱を構築する基礎杭の施工方法であっ
て、前記鋼管杭の中空部にオーガーを挿入し、該オーガ
ーにより地盤を掘削するとともに前記鋼管杭を回転貫入
させ、前記区間にオーガーヘッドが達した段階で、前記
オーガーヘッドの掘削径を構築する根固め柱の径相当に
拡大し、構築する根固め柱の高さ分だけ掘削するととも
に、前記オーガーヘッドより固化液を噴出し、その後
に、前記鋼管杭の先端部を拡大して掘削した区間に残置
して前記オーガーを引き抜き、前記固化液を固化させて
根固め柱を構築することを特徴とする基礎杭の施工方
法。4. A steel pipe pile provided with a helical projection having a height of 6 mm or more on the outer periphery of a tip portion is made to penetrate into a section including a support layer or a support layer in the ground, and the tip section of the steel pipe pile is inserted into the section. A method of constructing a foundation pile for constructing an inserted consolidation column, comprising inserting an auger into a hollow portion of the steel pipe pile, excavating the ground with the auger, and rotatingly penetrating the steel pipe pile, At the stage where the head has reached, the excavation diameter of the auger head is enlarged to the diameter of the solidification column to be constructed, and excavation is performed by the height of the solidification column to be constructed, and the solidified liquid is ejected from the auger head, Thereafter, the auger is pulled out while leaving the tip of the steel pipe pile enlarged and excavated, and the auger is withdrawn, and the solidified liquid is solidified to construct a solidification column.
けた鋼管杭を地盤中の支持層または支持層を含む区間ま
で貫入させ、該区間に前記鋼管杭の先端部が挿入された
根固め柱を構築する基礎杭の施工方法であって、先ず、
オーガーにより地盤を掘削し、前記区間にオーガーヘッ
ドが達した段階で、前記オーガーヘッドの掘削径を構築
する根固め柱の径相当に拡大し、構築する根固め柱の高
さ分だけ掘削するとともに、前記オーガーヘッドより固
化液を噴出し、その後に、前記オーガーを引き抜き、前
記固化液が固化する前に前記鋼管杭を掘削した掘削孔に
貫入し、前記鋼管杭の先端部を拡大して掘削した区間に
挿入し、前記固化液を固化させて根固め柱を構築するこ
とを特徴とする基礎杭の施工方法。5. A steel pipe pile provided with a protrusion having a height of 6 mm or more on the outer periphery of a tip portion is penetrated to a section including a support layer or a support layer in the ground, and the tip section of the steel pipe pile is inserted into the section. This is a method of constructing a foundation pile for building a foundation column.
Excavating the ground with an auger, at the stage when the auger head reaches the section, expanding the excavating diameter of the auger head to the diameter of the solidification column to be constructed, and excavating by the height of the solidification column to be constructed Then, the solidified liquid is spouted from the auger head, and thereafter, the auger is withdrawn, and before the solidified liquid is solidified, penetrates into the drilled hole in which the steel pipe pile has been excavated, and the tip of the steel pipe pile is enlarged and excavated. A method for constructing a foundation pile, wherein the method comprises inserting the solidified solution into a solidified column to form a solidification column.
径Ｄ1 寸法の１倍以上、５倍以下とすることを特徴とす
る請求項４または５に記載の基礎杭の施工方法。6. one or more times the pile diameter D 1 dimension of the steel pipe pile height H of the root firm pillar, construction of foundation pile according to claim 4 or 5, characterized in that a 5-fold or less Method.
径Ｄ1 の1.2 〜2.0倍とすることを特徴とする請求項４
乃至６のいずれかに記載の基礎杭の施工方法。7. The method of claim 4, characterized in that the diameter D 2 of the roots compacted column and 1.2 to 2.0 times the pile diameter D 1 of the said steel pipe pile
7. The method for constructing a foundation pile according to any one of claims 1 to 6.
該オーガーヘッドを拡翼することにより前記区間の掘削
を行うことを特徴とする請求項４乃至７のいずれかに記
載の基礎杭の施工方法。8. The auger head has a wing expanding mechanism,
The method according to any one of claims 4 to 7, wherein the section is excavated by expanding the auger head.
可能な高圧噴射機構を有し、該オーガーヘッドより前記
固化液を高圧噴射することにより前記区間の掘削を行う
ことを特徴とする請求項４乃至７のいずれかに記載の基
礎杭の施工方法。9. The auger head has a high-pressure injection mechanism capable of injecting the solidified liquid, and excavates the section by injecting the solidified liquid at high pressure from the auger head. The method for constructing a foundation pile according to any one of claims 1 to 7.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002086508A JP2002356847A (en) | 2001-03-29 | 2002-03-26 | Bearing structure for foundation pile, and method for constructing foundation pile |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001094706 | 2001-03-29 | ||
| JP2001-94706 | 2001-03-29 | ||
| JP2002086508A JP2002356847A (en) | 2001-03-29 | 2002-03-26 | Bearing structure for foundation pile, and method for constructing foundation pile |
Related Child Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2006175740A Division JP4853132B2 (en) | 2001-03-29 | 2006-06-26 | Construction method of foundation pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2002356847A true JP2002356847A (en) | 2002-12-13 |
Family
ID=26612477
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007032044A (en) * | 2005-07-26 | 2007-02-08 | Sumitomo Metal Ind Ltd | Supporting structure of foundation pile and steel pipe pile |
| JP2010242464A (en) * | 2009-04-10 | 2010-10-28 | Nippon Steel Corp | Foundation pile and method for constructing the same |
| JP2016056546A (en) * | 2014-09-08 | 2016-04-21 | 日之出水道機器株式会社 | Spiral pile |
| JP2020066875A (en) * | 2018-10-23 | 2020-04-30 | 日本製鉄株式会社 | Foundation pile, foundation structure, structural body, and installation method of foundation pile |
-
2002
- 2002-03-26 JP JP2002086508A patent/JP2002356847A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007032044A (en) * | 2005-07-26 | 2007-02-08 | Sumitomo Metal Ind Ltd | Supporting structure of foundation pile and steel pipe pile |
| JP2010242464A (en) * | 2009-04-10 | 2010-10-28 | Nippon Steel Corp | Foundation pile and method for constructing the same |
| JP2016056546A (en) * | 2014-09-08 | 2016-04-21 | 日之出水道機器株式会社 | Spiral pile |
| JP2020066875A (en) * | 2018-10-23 | 2020-04-30 | 日本製鉄株式会社 | Foundation pile, foundation structure, structural body, and installation method of foundation pile |
| JP7119892B2 (en) | 2018-10-23 | 2022-08-17 | 日本製鉄株式会社 | Construction methods of structures and structures |
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