JP2010236323A - Foundation pile structure for on-site formation, and construction method of foundation pile - Google Patents

Foundation pile structure for on-site formation, and construction method of foundation pile Download PDF

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JP2010236323A
JP2010236323A JP2009087662A JP2009087662A JP2010236323A JP 2010236323 A JP2010236323 A JP 2010236323A JP 2009087662 A JP2009087662 A JP 2009087662A JP 2009087662 A JP2009087662 A JP 2009087662A JP 2010236323 A JP2010236323 A JP 2010236323A
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cylinder
casing
pile
pile hole
ground
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JP5199166B2 (en
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Yoshinobu Kitani
好伸 木谷
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Mitani Sekisan Co Ltd
三谷セキサン株式会社
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<P>PROBLEM TO BE SOLVED: To obtain a foundation pile structure by which a foundation consolidating part can be strengthened by integrally constraining a concrete column at the foundation consolidating part of a pile hole, and appropriate strength can be imparted by eliminating excessive reinforcement at a shaft. <P>SOLUTION: The concrete column 21 is formed by placing concrete in the pile hole 11 where the foundation consolidating part 13 is formed at a lower end of the shaft 12 (a). An upper end 7 of a constraining tube body 5 is connected to a lower end 3 of a casing 1 for embedding which is formed of a steel pipe, and is lowered (a). The constraining tube body 5 is pushed into the ground 18 (b), and the lowering operation is stopped in the state that the constraining tube body 5 is positioned at the foundation consolidating part 13 (c). The casing 1 for embedding and the constraining tube body 5 are disconnected (d), and only the casing 1 for embedding is pulled up to the ground surface (e). The constraining tube body 5 is embedded only in the foundation consolidating part 13, so that the foundation pile structure 30 of which the shaft 12 is in contact with the earth may be configured (f). <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

本発明は、いわゆる現場造成杭で、根固め部を強化した現場造成による基礎杭構造及びこの基礎杭構造の構築方法に関するものである。   The present invention relates to a so-called in-situ constructed pile, a foundation pile structure by in-situ construction with a strengthened root solidified portion, and a construction method of the foundation pile structure.
いわゆる現場造成杭では、根固め部を有する杭穴を掘削して、杭穴内にコンクリートを充填すると共に、鉄筋かご等の構造体を埋設して基礎杭構造を構成していた。この基礎杭構造では、地上構造物の荷重は、主にコンクリート柱体内の鉄筋かご等の構造材を介して根固め部に伝え支持地盤で支持していた。   In so-called field-built piles, a pile hole having a root-solidified portion is excavated and filled with concrete, and a structure such as a rebar cage is buried to constitute a foundation pile structure. In this foundation pile structure, the load of the ground structure was mainly transmitted to the solidified part via a structural material such as a rebar cage in the concrete column and supported by the supporting ground.
このような基礎杭構造では、長期的な荷重とともに地震などにより生じる短期的な荷重にも考慮を要していた。   In such a foundation pile structure, it was necessary to consider short-term loads caused by earthquakes as well as long-term loads.
一方、一般に、鋼管杭はじん性、せん断強度は高いが、材厚が薄く、座屈に弱いという性質を持ち、比較的外径が小さな主に地盤と外側面の摩擦で支持力を確保するいわいる摩擦杭として用いられていた。また、既製杭の下端面積で支持力が決まる先端支持杭としてはあまり用いられていなかった。先端支持杭として使用する場合には、先端部外周面に翼を突設して、先端支持力を確保する提案もあった(特許文献1)。   On the other hand, steel pipe piles generally have toughness and high shear strength, but are thin and weak in buckling, and have a relatively small outer diameter to ensure bearing capacity mainly by friction between the ground and the outer surface. It was used as a so-called friction pile. Moreover, it was not used very much as a tip support pile whose bearing capacity is determined by the lower end area of the ready-made pile. When used as a tip support pile, there has also been a proposal for securing tip support force by projecting a blade on the outer peripheral surface of the tip (Patent Document 1).
また、鋼管杭を先端支持杭に適用する場合、先端円筒管部を設けて、先端円筒管部を根固め部に位置させて、先端円筒管部内に根固め材が充填された状態で埋設する発明も提案されている(特許文献2)
また、既製杭(主にコンクリート系)を埋設する際に、鋼管をケーシングとして利用する提案もなされている(特許文献3〜5)。この場合には、杭穴を掘削する際にケーシングを埋設して、既製杭を設置するまでの間に杭穴壁の崩壊を防ぐために利用していた。従って、既製杭を設置した後に、ケーシング(鋼管)を地上に引き上げていた。
Moreover, when applying a steel pipe pile to a tip support pile, a tip cylindrical pipe part is provided, the tip cylindrical pipe part is positioned at the root-solidifying part, and the tip cylindrical pipe part is embedded in a state where the root-solidifying material is filled. An invention has also been proposed (Patent Document 2).
Moreover, when burying ready-made piles (mainly concrete system), the proposal which utilizes a steel pipe as a casing is also made | formed (patent documents 3-5). In this case, when excavating the pile hole, the casing was buried and used to prevent the collapse of the pile hole wall before the ready-made pile was installed. Therefore, after installing the ready-made pile, the casing (steel pipe) was pulled up to the ground.
また、立孔を掘る際に、立孔の崩壊を防ぐために鋼管からなるケーシングの内部を掘削して地盤に設置することも成されていた。この場合、ケーシングは上下に連結しながら埋設していた(特許文献6)。   Also, when digging a vertical hole, in order to prevent the collapse of the vertical hole, the inside of a casing made of a steel pipe was excavated and installed on the ground. In this case, the casing was buried while being connected vertically (Patent Document 6).
特開2004−270440号公報JP 2004-270440 A 特開2001−59219号公報JP 2001-59219 A 特開2005−282149号公報JP 2005-282149 A 特開2002−371553号公報JP 2002-371553 A 特開2008−75266号公報JP 2008-75266 A 特開平11−131961号公報Japanese Patent Laid-Open No. 11-131961
前記従来の技術では、鋼管の強度(剛性)を利用して、杭穴掘削時の杭穴保護し(特許文献3〜6)、あるいは既製杭自体の強度(剛性)を高めるために鋼管を使用する(特許文献1〜2)ものであって、コンクリート柱体と協働して、杭穴根固め部自体の強化に利用できる発明はなかった。とりわけ、極限荷重を受けることが予想される根固め部に対して、有効な補強はできなかった。   In the conventional technology, the strength (rigidity) of the steel pipe is used to protect the pile hole during the drilling (Patent Documents 3 to 6), or the steel pipe is used to increase the strength (rigidity) of the ready-made pile itself. There is no invention that can be used for strengthening the pile hole root consolidation part itself in cooperation with the concrete column. In particular, effective reinforcement could not be achieved for the solidified portion expected to receive an extreme load.
しかし、本発明は、根固め部を有する杭穴内にコンクリート柱体を形成する基礎杭構造で、根固め部外周に拘束筒体(主に鋼管)を配置し、かつ杭穴の軸部では、コンクリート柱体の外表面と地盤(土)とを直接に接触する構造となるので、前記問題点を解決して、根固め部の有効な補強を構成できる。   However, the present invention is a foundation pile structure in which a concrete column is formed in a pile hole having a root consolidation portion, a constraining cylinder (mainly a steel pipe) is disposed on the periphery of the root consolidation portion, and the shaft portion of the pile hole is Since the outer surface of the concrete column and the ground (soil) are in direct contact with each other, the above-mentioned problems can be solved and an effective reinforcement of the rooting portion can be configured.
即ちこの発明は、先端部に根固め部を有する杭穴内にコンクリートを充填してなり、以下のような要件を総て具備したことを特徴とする現場造成による基礎杭構造である。
(1) 杭穴の軸部の先端側を前記根固め部とした。
(2) 前記杭穴の根固め部の側壁外周に沿って、拘束筒体を埋設して、前記杭穴内にコンクリートを充填してコンクリート柱体を構築した。
(3) 前記杭穴の軸部ではコンクリート柱体と地盤とを直接接触させる。
That is, this invention is the foundation pile structure by the field construction characterized by filling concrete into the pile hole which has a solidified part in a front-end | tip part, and having satisfy | filled all the following requirements.
(1) The tip side of the shaft portion of the pile hole was used as the root hardening portion.
(2) A concrete cylinder was constructed by burying a constraining cylinder along the outer periphery of the side wall of the root portion of the pile hole and filling the pile hole with concrete.
(3) At the shaft portion of the pile hole, the concrete column and the ground are brought into direct contact.
前記において、以下のような要件を総て具備したことを特徴とする現場造成による基礎杭構造である。
(1) 杭穴の根固め部を軸部に比して拡径掘削した。
(2) 拘束筒体を前記根固め部の略全長に亘り埋設した。
In the above, it is the foundation pile structure by site construction characterized by having all the following requirements.
(1) The diameter of the pile hole was deepened compared to the shaft.
(2) A constraining cylinder was embedded over substantially the entire length of the root-sealed portion.
また、前記において、以下のような要件を総て具備したことを特徴とする現場造成による基礎杭構造である。
(1) 杭穴の根固め部を軸部に比して拡径掘削した。
(2) 拘束筒体の外周に、螺旋突起を形成した。
Moreover, in the above, it is the foundation pile structure by the field construction characterized by having comprised all the following requirements.
(1) The diameter of the pile hole was deepened compared to the shaft.
(2) A spiral protrusion was formed on the outer periphery of the constraining cylinder.
また、第1の方法の発明は、以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法である。
(1) 通常の方法により杭穴を掘削して、該杭穴内にコンクリートを充填してコンクリート柱体を構築する。
(2) (1)の前又は後に、埋設用ケーシングの先端に前記拘束筒体を連結する。
(3) (1)(2)で、杭穴を掘削した後で、コンクリートを充填する前又は充填した後又は充填と同時に、根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込む。
(3) 前記拘束筒体が、根固め部に到達したならば、前記埋設用ケーシングの押圧を解除して、前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシングのみを地上に引き上げる。
The invention of the first method is a constraining cylinder having a diameter along the outer periphery of the root consolidation part of the pile hole to be constructed and having a length corresponding to the length of the root consolidation part as follows. Is a construction method of a foundation pile by on-site construction, characterized in that a foundation pile is configured by filling the pile hole with concrete.
(1) Excavate a pile hole by a normal method, and fill the pile hole with concrete to construct a concrete column.
(2) Before or after (1), the restraint cylinder is connected to the tip of the burying casing.
(3) In (1) and (2), after excavating the pile hole, before or after filling with concrete, or simultaneously with filling, press the above-mentioned burying casing from the ground at the planned root formation position. The constraining cylinder is pushed into the ground together with the burying casing.
(3) When the constraining cylinder has reached the rooting portion, release the pressing of the embedding casing, release the connection between the embedding casing and the restraining cylinder, and remove only the embedding casing. Pull it up to the ground.
また、第2の方法の発明は、以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法である。
(1) 埋設用ケーシングの先端に、前記拘束筒体を連結し、前記埋設用ケーシング内に掘削ロッドを挿入する。
(2) 根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込みながら、前記拘束筒体内で、前記杭穴を掘削する。
(3) 前記拘束筒体が、根固め部形成予定位置に到達し、かつ杭穴の根固め部の掘削が完了したならば、前記埋設用ケーシングの押圧を解除して、前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシング及び前記掘削ロッドを地上に引き上げる。
(4) 続いて、通常の方法により、前記杭穴内にコンクリートを充填して、コンクリート柱体を構築する。
Moreover, the invention of the second method is as follows. The constraining cylinder has a diameter along the outer periphery of the root consolidation part of the pile hole to be constructed and has a length corresponding to the length of the root consolidation part. Is a construction method of a foundation pile by on-site construction, characterized in that a foundation pile is configured by filling the pile hole with concrete.
(1) The restraint cylinder is connected to the tip of the burying casing, and the excavation rod is inserted into the burying casing.
(2) The pile hole is excavated in the restraint cylinder while pressing the burying casing from the ground at the planned root formation position and pushing the restraint cylinder together with the burying casing into the ground.
(3) When the constraining cylinder has reached the root formation portion planned position and the excavation of the root consolidation portion of the pile hole is completed, the pressing of the buried casing is released, and the buried casing and The connection of the restraint cylinder is released, and the burying casing and the excavation rod are pulled up to the ground.
(4) Subsequently, concrete is filled into the pile holes by a normal method to construct a concrete column.
また、第3の方法の発明は、以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法である。
(1) 埋設用ケーシングの先端に、前記拘束筒体を連結し、前記埋設用ケーシング内に掘削ロッドを挿入する。
(2) 根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込みながら、前記拘束筒体内で、前記杭穴を掘削する。
(3) 前記拘束筒体が、根固め部形成予定位置に到達し、かつ杭穴の根固め部の掘削が完了したならば、前記掘削ロッドを地上に引き上げる。
(4) 続いて、通常の方法により、前記杭穴内にコンクリートを充填して、コンクリート柱体を構築する。
(5) 前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシングを地上に引き上げる。
The invention of the third method is as follows. The constraining cylinder has a diameter along the outer periphery of the root consolidation part of the pile hole to be constructed and has a length corresponding to the length of the root consolidation part. Is a construction method of a foundation pile by on-site construction, characterized in that a foundation pile is configured by filling the pile hole with concrete.
(1) The restraint cylinder is connected to the tip of the burying casing, and the excavation rod is inserted into the burying casing.
(2) The pile hole is excavated in the restraint cylinder while pressing the burying casing from the ground at the planned root formation position and pushing the restraint cylinder together with the burying casing into the ground.
(3) When the constraining cylinder has reached the planned root formation position and the excavation of the root consolidation part of the pile hole is completed, the excavation rod is pulled up to the ground.
(4) Subsequently, concrete is filled into the pile holes by a normal method to construct a concrete column.
(5) The connection between the burying casing and the restraining cylinder is released, and the burying casing is lifted to the ground.
また、第4の方法の発明は、以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して、前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法である。
(1) 埋設用ケーシングの先端に、前記拘束筒体を連結する。
(2) 根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込む。
(3) 前記拘束筒体が、根固め部形成予定位置に到達したならば、前記埋設用ケーシングの押圧を解除して、前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシングのみを地上に引き上げる。
(4) 続いて、通常の方法により根固め部を有する杭穴を掘削して、該杭穴内にコンクリートを充填してコンクリート柱体を構築する。
The invention of the fourth method is as follows. The constraining cylinder has a diameter along the outer periphery of the root consolidation portion of the pile hole to be constructed and has a length corresponding to the length of the root consolidation portion. Is a construction method of a foundation pile by on-site construction, characterized in that the pile is filled with concrete to form a foundation pile.
(1) The restraint cylinder is connected to the tip of the buried casing.
(2) At the planned root formation position, the burying casing is pressed from the ground, and the restraining cylinder is pushed into the ground together with the burying casing.
(3) When the constraining cylinder has reached the planned root formation position, the pressing of the embedding casing is released, the connection between the embedding casing and the restraining cylinder is released, and the embedding Raise only the casing to the ground.
(4) Subsequently, a pile hole having a solidified portion is excavated by a normal method, and concrete is filled into the pile hole to construct a concrete column.
前記における「根固め部の長さに対応した長さ」の拘束筒体とは、
・拘束筒体が根固め部のほぼ全長を覆い、拘束筒体の長さが根固め部の長さと略同一の場合
・拘束筒体が根固め部のほぼ全長を覆うが、拘束筒体が、根固め部より若干上方に突出する場合
・拘束筒体が根固め部に位置し、拘束筒体の長さが根固め部の長さより小さい場合
のいずれも含む。
In the above, the restraint cylinder of “the length corresponding to the length of the root-solidified portion”
・ When the restraint cylinder covers almost the entire length of the rooting part and the length of the restraint cylinder is almost the same as the length of the rooting part ・ The restraint cylinder covers almost the entire length of the rooting part, , When projecting slightly upward from the root-clamping part-This includes any case where the restraint cylinder is located at the root-clamping part and the length of the restraint cylinder is smaller than the length of the root-clamping part.
この発明は、杭穴内にコンクリート柱体を形成し、杭穴の根固め部に拘束筒体を配置し、杭穴軸部には拘束筒を配置しないので、杭穴の根固め部でコンクリート柱体を一体に拘束して根固め部を強化できる。さらに、軸部での過剰補強を無くして、適切な強度の基礎杭構造を実現できる。   In this invention, a concrete column is formed in a pile hole, a constraining cylinder is arranged in a pile hole rooting part, and a constraining cylinder is not arranged in a pile hole shaft part. The body can be constrained as a unit to strengthen the roots. Furthermore, the foundation pile structure with appropriate strength can be realized without excessive reinforcement at the shaft portion.
(a)〜(f)はこの発明の実施例1の埋設方法を表す。(A)-(f) represents the embedding method of Example 1 of this invention. (a)〜(e)はこの発明の実施例2の埋設方法を表す。(A)-(e) represents the embedding method of Example 2 of this invention. (a)〜(e)は、この発明の実施例3で、拘束筒体を地盤に埋設するまでの工程を表す。(A)-(e) is Example 3 of this invention, and represents the process until it embeds a restraint cylinder in the ground. (a)〜(e)は、この発明の実施例3で、拘束筒体を地盤に埋設した後に、コンクリート柱体を形成するまでの工程を表す。(A)-(e) is Example 3 of this invention, and represents the process until it forms a concrete pillar after embedding a restraint cylinder in the ground. この発明の拘束筒体とケーシングとをねじで係脱した実施例で(a)は係止状態、(b)は分離状態を表す。In the embodiment in which the constraining cylinder and the casing of the present invention are engaged and disengaged with screws, (a) shows a locked state and (b) shows a separated state. この発明の拘束筒体とケーシングとの他の係脱を表す図で、(a)は係止状態の縦断面図、(b)は係止状態の正面図、(c)は分離状態の正面図を表す。It is a figure showing the other engagement / disengagement of the restraint cylinder of this invention, and a casing, (a) is a longitudinal cross-sectional view of a latching state, (b) is a front view of a latching state, (c) is the front of a separation state Represents the figure. この発明の拘束筒体とケーシングとの他の係脱を表す図で、(a)は分離係止状態の縦断面図、(b)は係止状態の縦断面図を表す。It is a figure showing other engagement / disengagement of the restraint cylinder of this invention, and a casing, (a) is a longitudinal cross-sectional view of a separation locking state, (b) represents the longitudinal cross-sectional view of a locking state. この発明の拘束筒体とケーシングとの他の係脱を表す図で、(a)は分離係止状態の正面図、(b)は係止状態の正面図を表す。It is a figure showing other engagement / disengagement of the restraint cylinder of this invention, and a casing, (a) is a front view of a separation locking state, (b) represents the front view of a locking state.
1.基礎杭構造30 1. Foundation pile structure 30
この発明は、先端部に根固め部13を形成する杭穴11内にコンクリートを充填して、コンクリート柱体21を埋設する基礎杭構造30で、根固め部13にのみ拘束筒体5を配置することを特徴とする(図1(f)、図2(e)、図4(e))。
(1)杭穴11は、軸部12の先端部に根固め部13を形成して、根固め部13を支持地盤に配置する。
(2)コンクリート柱体21は、内部に通常は構造鉄筋を組んだ鉄筋かご、H型鋼、鋼管 等の構造体を埋設する。
(3)杭穴11の根固め部13では、拘束筒体5を埋設する。
拘束筒体5は根固め部13の全長(全深さ)に亘って配置されることが望ましい。求める性能によっては、支持地盤に相当する深さに形成されている等、根固め部13の深さ方向の一部に配置される構造であってもよい。また、根固め部13の上方へ若干長さ拘束筒体5の上端7が突出することもできるが、この場合であっても、杭穴11の軸部12の大半には拘束筒体5が無い状態となる。
(4)杭穴11の軸部12では、土の面である杭穴側壁とコンクリート柱体21の外面とを直接接触させてある。なお、この場合、直接接触するとは、鋼管などの構造物が介在していないことを意味し、ソイルセメント層を介して接触する場合、土の周囲を地盤改良した場合などを含む。
The present invention is a foundation pile structure 30 in which concrete is filled in a pile hole 11 forming a root consolidation portion 13 at a tip portion and a concrete column 21 is embedded, and the restraint cylinder 5 is disposed only at the root consolidation portion 13. (FIG. 1 (f), FIG. 2 (e), FIG. 4 (e)).
(1) The pile hole 11 forms the root consolidation part 13 in the front-end | tip part of the axial part 12, and arrange | positions the root consolidation part 13 in a support ground.
(2) The concrete column 21 is embedded with a structure such as a rebar cage, an H-shaped steel, a steel pipe, etc., in which structural rebars are usually assembled.
(3) In the root hardening part 13 of the pile hole 11, the restraint cylinder 5 is embedded.
It is desirable that the constraining cylinder 5 is arranged over the entire length (total depth) of the root hardening portion 13. Depending on the required performance, it may be a structure arranged in a part of the root consolidation portion 13 in the depth direction, such as being formed to a depth corresponding to the supporting ground. In addition, the upper end 7 of the restraint cylinder 5 can be slightly protruded above the root fixing portion 13, but even in this case, the restraint cylinder 5 is formed on the majority of the shaft portion 12 of the pile hole 11. There will be no state.
(4) In the axial part 12 of the pile hole 11, the pile hole side wall which is a surface of the soil and the outer surface of the concrete column 21 are made to contact directly. In this case, the direct contact means that a structure such as a steel pipe is not interposed, and includes a case where contact is made through a soil cement layer, and a case where soil is improved around the soil.
2.基礎杭構造30の構築方法(施工方法) 2. Construction method of foundation pile structure 30 (construction method)
(1) 拘束筒体5を所定深さに設置する際に、拘束筒体5と同程度の径の埋設用ケーシング1の下端部3に、着脱自在に拘束筒体5の上端部5を取り付けて、埋設用ケーシング1で押圧しながら拘束筒体5を所定深さに配置して、埋設用ケーシング1のみを地上18に引き上げ、拘束筒体5をそのまま地中に残置する。また、前記この構築方法の場合、次の異なる手順が考えられる。
(a) 杭穴11を掘削してコンクリート柱体21を形成した後に、拘束筒体5を押し込む(図1。実施例1)。
(b) 杭穴11を掘削しつつ拘束筒体5を押し込み、その後コンクリート柱体を形成する(図2。実施例2)。
(c) 杭穴11を掘削する前に拘束筒体5を埋設する(図3、図4。実施例3)。
(1) When the restraint cylinder 5 is installed at a predetermined depth, the upper end 5 of the restraint cylinder 5 is detachably attached to the lower end 3 of the burying casing 1 having the same diameter as the restraint cylinder 5. Then, the restraining cylinder 5 is arranged at a predetermined depth while being pressed by the embedding casing 1, and only the embedding casing 1 is pulled up to the ground 18 and the restraining cylinder 5 is left in the ground as it is. In the case of this construction method, the following different procedures can be considered.
(a) After excavating the pile hole 11 to form the concrete column 21, the constraining cylinder 5 is pushed in (FIG. 1, Example 1).
(b) The constraining cylinder 5 is pushed in while excavating the pile hole 11, and then a concrete column is formed (FIG. 2. Example 2).
(c) The constraining cylinder 5 is buried before excavating the pile hole 11 (FIGS. 3 and 4).
(2) 拘束筒体5と埋設用ケーシング1とを係脱する手段は、例えば以下のように構成する。
第一の手段では、埋設用ケーシング1の内面に螺糸を形成し、拘束筒体5の外面6にこれと螺合する螺糸を形成する(図5)。
第二の手段では、拘束筒体5の上端部7の外面6に周に沿って、係止突起32、32を形成する。また、埋設用ケーシング1の下端部3の外周に連結筒部33を嵌装し(埋設用ケーシング1の外径と連結筒部33の内径を一致)、連結筒部33の下端部に、係止突起32、32に対応して、係止突起32を挿入する入り口34と回転した係止突起32を係止できる収容部35とを形成する(図6)。
また、第三の手段では、拘束筒体5の上端7aに、外面6及び内面6aに突出する環状リブ36を形成する。また、埋設用ケーシング1の下端部3に、開閉して環状リブ36を挟むことができる挟持具37、37を、埋設用ケーシング1の半径方向に取り付ける(図7)。挟持具37の開閉は地上から油圧又は空気圧、あるいは機械操作によりロッドを昇降させて、作動させる。
また、第四の手段は、拘束筒体5の上端部7の外面6に周に沿って係止突起32、32を形成する。また、埋設用ケーシング1の下端部3の外周に、開閉して、係止突起32を挟むことができる挟持具38を設けて構成する(図7)。挟持具38は、埋設用ケーシング1の外周に沿って、下縁3aから下方に突出して配置する。
(2) The means for engaging / disengaging the restraining cylinder 5 and the burying casing 1 is configured as follows, for example.
In the first means, a thread is formed on the inner surface of the burying casing 1, and a thread that engages with the outer surface 6 of the constraining cylinder 5 is formed (FIG. 5).
In the second means, the locking projections 32 are formed along the circumference on the outer surface 6 of the upper end portion 7 of the restraint cylinder 5. Further, the connecting cylinder part 33 is fitted on the outer periphery of the lower end part 3 of the burying casing 1 (the outer diameter of the burying casing 1 and the inner diameter of the connecting cylinder part 33 coincide), and the lower end part of the connecting cylinder part 33 is connected to the lower end part. Corresponding to the stop protrusions 32, 32, an entrance 34 into which the stop protrusion 32 is inserted and an accommodating portion 35 that can lock the rotated stop protrusion 32 are formed (FIG. 6).
In the third means, an annular rib 36 protruding from the outer surface 6 and the inner surface 6 a is formed on the upper end 7 a of the constraining cylinder 5. Moreover, the holding tools 37 and 37 which can be opened and closed and can pinch | interpose the annular rib 36 are attached to the lower end part 3 of the burying casing 1 in the radial direction of the burying casing 1 (FIG. 7). The holding tool 37 is opened and closed by raising or lowering the rod from the ground by hydraulic or pneumatic pressure or mechanical operation.
Further, the fourth means forms locking projections 32, 32 along the circumference on the outer surface 6 of the upper end 7 of the constraining cylinder 5. Further, a holding tool 38 that can be opened and closed and can hold the locking projection 32 is provided on the outer periphery of the lower end portion 3 of the burying casing 1 (FIG. 7). The holding tool 38 is disposed so as to protrude downward from the lower edge 3 a along the outer periphery of the burying casing 1.
(3) 前記における掘削ロッド41は地盤を効率よく掘削できれば任意である。例えば、掘削ロッド41は下端に掘削ヘッド42を有し、掘削ヘッド42は、掘削ロッドに連結するヘッド本体に、下端に掘削刃を有し揺動する掘削腕43、43を取り付けて構成することが望ましい(図2(a)、また、この場合、ヘッド本体の下端部にも下方に向けて掘削刃を形成することもできる(図示していない)。 (3) The excavation rod 41 is optional as long as it can excavate the ground efficiently. For example, the excavation rod 41 has an excavation head 42 at the lower end, and the excavation head 42 is configured by attaching excavation arms 43 and 43 having an excavation blade at the lower end and swinging to a head body connected to the excavation rod. Is desirable (FIG. 2A), and in this case, a drilling blade can also be formed downward at the lower end of the head body (not shown).
図1に基づきこの発明の実施例を説明する。この実施例は、コンクリート柱体21を構築した後に、埋設用ケーシング1を使って拘束筒体5を埋設する実施例である。   An embodiment of the present invention will be described with reference to FIG. In this embodiment, after the concrete column 21 is constructed, the constraining cylinder 5 is embedded using the burying casing 1.
1.埋設用ケーシング1及び拘束筒体5 1. Buried casing 1 and restraint cylinder 5
鋼管からなる埋設用ケーシング1の下端部3に、鋼管からなる拘束筒体5(長さL、外径D)の上端部7を連結する。拘束筒体5の上端部7にねじを切ってあり、埋設用ケーシング1の下端部3にこれと螺合するねじを切ってある。埋設用ケーシング1内には縦パイプが配置され、パイプの下端の吐出口を下方に向けて下端部3に位置させる(図示していない)。縦パイプの上端は地上に位置し、地上から縦パイプ内へソイルセメントを供給できるようになっている。 An upper end portion 7 of a restraining cylinder 5 (length L 1 , outer diameter D 1 ) made of a steel pipe is connected to the lower end portion 3 of the burying casing 1 made of a steel pipe. The upper end 7 of the restraint cylinder 5 is threaded, and the lower end 3 of the burying casing 1 is threaded. A vertical pipe is disposed in the burying casing 1, and the discharge port at the lower end of the pipe is positioned at the lower end portion 3 with the discharge port facing downward (not shown). The upper end of the vertical pipe is located on the ground so that soil cement can be supplied from the ground into the vertical pipe.
2.基礎杭構造30の構築方法(施工方法) 2. Construction method of foundation pile structure 30 (construction method)
(1) 任意の方法で、軸部12(径D00)の下端部に根固め部13(長さL、径D)が形成された杭穴11内に、鉄筋かごを挿入すると共にコンクリートを充填して、コンクリートが固化後に、杭穴内11にコンクリート柱体21を構築する(図1(a))。 (1) While inserting the reinforcing bar cage into the pile hole 11 in which the root portion 13 (length L 0 , diameter D 0 ) is formed at the lower end portion of the shaft portion 12 (diameter D 00 ) by an arbitrary method. After filling concrete and solidifying the concrete, a concrete column 21 is constructed in the pile hole 11 (FIG. 1A).
(2) 基礎杭構築予定位置で、オーガーに埋設用ケーシング1を取り付けて、根固め部13の上方から下降させる(図1(a))。 (2) At the foundation pile construction planned position, the burying casing 1 is attached to the auger and is lowered from above the root consolidation part 13 (FIG. 1A).
(3) 杭穴軸部12及びコンクリート柱体21の軸と拘束筒体5の軸を一致させて、拘束筒体5を地面18に押し込み(図1(b))、拘束筒体5を根固め部13に位置させた状態で、埋設用ケーシング1の下降を中止する(図1(c))。この際、必要ならば埋設用ケーシング1を回転させながら押し込むこともできる。 (3) The axis of the pile hole shaft 12 and the concrete column 21 and the axis of the constraining cylinder 5 are aligned with each other, and the constraining cylinder 5 is pushed into the ground 18 (FIG. 1B), and the constraining cylinder 5 is rooted. The descent of the burying casing 1 is stopped in a state where it is positioned at the hardened portion 13 (FIG. 1 (c)). At this time, if necessary, the buried casing 1 can be pushed in while being rotated.
(4) 続いて、埋設用ケーシング1を逆回転して、埋設用ケーシング1と拘束筒体5の螺合を解除して、切り離し(図2(d))、埋設用ケーシング1のみを地上に引き上げる(図1(e))。この際、地盤を修復する(緩んだ地盤を締め固める)ために、埋設用ケーシング1の下端部3の吐出口から地盤へソイルセメントを突出することもできる。 (4) Subsequently, the burying casing 1 is reversely rotated, the screwing of the burying casing 1 and the restraining cylinder 5 is released and separated (FIG. 2 (d)), and only the burying casing 1 is placed on the ground. Pull up (FIG. 1 (e)). At this time, in order to repair the ground (consolidate the loose ground), the soil cement can be protruded from the discharge port of the lower end portion 3 of the burying casing 1 to the ground.
(5) 以上により、基礎杭構造30を構成する(図1(f))。この状態で、杭穴の根固め部13(長さL、径D)、すなわちコンクリート柱体21の根固め部の全長に亘り、拘束筒体5(長さL=L、径D=D)が配置される。また、杭穴11の軸部12では、コンクリート柱体21の外面には土(または、ソイルセメントが浸透した土)が位置する(図1(f))。 (5) The foundation pile structure 30 is comprised by the above (FIG.1 (f)). In this state, the constraining cylinder 5 (length L 1 = L 0 , diameter) over the entire length of the root consolidation portion 13 (length L 0 , diameter D 0 ) of the pile hole, that is, the root consolidation portion of the concrete column 21. D 1 = D 0 ) is arranged. Moreover, in the axial part 12 of the pile hole 11, the soil (or soil which the soil cement penetrate | infiltrated) is located in the outer surface of the concrete pillar 21 (FIG.1 (f)).
(6) この実施例で、例えば、
・杭穴11の軸径D00=1200mm
・根固め部径D=1600〜2600mm(=拘束筒体5の径D
の場合、拘束筒体5の厚さは20〜40mm程度を想定している。
(6) In this embodiment, for example,
・ Shaft hole 11 shaft diameter D 00 = 1200 mm
・ Dense root diameter D 0 = 1600-2600 mm (= diameter D 1 of restraint cylinder 5)
In this case, the thickness of the constraining cylinder 5 is assumed to be about 20 to 40 mm.
3.他の実施例 3. Other examples
(1) 前記実施例において、杭穴11内にコンクリートを充填して、コンクリートが固化した後に拘束筒体5を埋設したが、固化する前に拘束筒体5を埋設することもできる。 (1) In the said Example, although the concrete was filled in the pile hole 11, and the constraining cylinder 5 was embed | buried after concrete solidified, the constraining cylinder 5 can also be embed | buried before solidifying.
(2) また、前記実施例において、拘束筒体5は外面に螺旋状の羽根を形成した構造とすることもできる(図示していない)。 (2) Moreover, in the said Example, the restraint cylinder 5 can also be set as the structure which formed the spiral blade | wing on the outer surface (not shown).
(3) また、前記実施例において、拘束筒体5の下端部8に鋸刃その他の凹凸を形成して、拘束筒体5の下縁で地盤を切りながら埋設することもでき、この場合には、上記掘削液と併用すれば、比較的堅い地盤であっても容易に拘束筒体5を設置できる。 (3) Moreover, in the said Example, it can also embed, forming a saw blade and other unevenness | corrugations in the lower end part 8 of the restraint cylinder 5, and cutting the ground in the lower edge of the restraint cylinder 5, If it uses together with the said drilling liquid, even if it is a comparatively hard ground, the restraint cylinder 5 can be installed easily.
(4) また、前記実施例において、根固め部13の長さLと拘束筒体5の長さLをほぼ同じとしたが、少なくとも、根固め部13で、既製杭21の最下段の突起部23の高さを含めてその高さより下方に拘束筒体5が位置していることが望ましい。 (4) Further, in the above embodiment, the length L 1 of the restraint cylindrical body 5 and the length L 0 of the root hardened portion 13 has substantially the same, at least, at the root hardened portion 13, the bottom of the ready-made pile 21 It is desirable that the constraining cylinder 5 is located below the height including the height of the protrusion 23.
図2に基づいてこの発明の実施例を説明する。この実施例は、杭穴11は、軸部12の径D00、根固め部13の径D(D>D00)で掘削する。 An embodiment of the present invention will be described with reference to FIG. In this embodiment, the pile hole 11 is excavated with the diameter D 00 of the shaft portion 12 and the diameter D 0 (D 0 > D 00 ) of the root hardening portion 13.
1.埋設用ケーシング1及び拘束筒体5 1. Buried casing 1 and restraint cylinder 5
鋼管からなる埋設用ケーシング1の下端部3に、鋼管からなる拘束筒体5(長さL、外径D)の上端部7を連結する。拘束筒体5の上端部7にねじを切ってあり、埋設用ケーシング1の下端部3にこれと螺合するねじを切ってある。埋設用ケーシング1内には縦パイプが配置され、パイプの下端の吐出口を下方に向けて下端部3に位置させる(図示していない)。縦パイプの上端は地上に位置し、地上から縦パイプ内へソイルセメントを供給できるようになっている。 An upper end portion 7 of a restraining cylinder 5 (length L 1 , outer diameter D 1 ) made of a steel pipe is connected to the lower end portion 3 of the burying casing 1 made of a steel pipe. The upper end 7 of the restraint cylinder 5 is threaded, and the lower end 3 of the burying casing 1 is threaded. A vertical pipe is disposed in the burying casing 1, and the discharge port at the lower end of the pipe is positioned at the lower end portion 3 with the discharge port facing downward (not shown). The upper end of the vertical pipe is located on the ground so that soil cement can be supplied from the ground into the vertical pipe.
2.基礎杭構造30の構築方法(施工方法) 2. Construction method of foundation pile structure 30 (construction method)
(1) 基礎杭構築予定位置で、掘削機に埋設用ケーシング1を取り付けると共に、埋設用ケーシング1内に、掘削刃を有する掘削ヘッド42を配置した掘削ロッド41を挿通して、掘削ロッド41の上端を掘削機に連結する。掘削ロッド41の軸と、埋設用ケーシング1及び拘束筒体5の軸とを一致させてある。掘削ヘッド42は、先端に掘削刃を有する掘削腕43、43を揺動自在に取り付けて構成する(図2(a))。 (1) At the planned foundation pile construction position, the burying casing 1 is attached to the excavator, and the digging rod 41 in which the digging head 42 having the digging blade is disposed is inserted into the burying casing 1. Connect the upper end to the excavator. The axis of the excavation rod 41 and the axes of the burying casing 1 and the constraining cylinder 5 are made to coincide. The excavation head 42 is constituted by excavating arms 43 and 43 having excavation blades at their tips so as to be swingable (FIG. 2A).
(2) 掘削ロッド41の掘削ヘッド42及び拘束筒体5の下端8aを地面18に近づけ、地面18に拘束筒体5の下端部8押し込みながら、地面18を掘削ヘッド42で掘削する(図2(a))。この際、埋設用ケーシング1をねじが締まる方向に回転しながら押し込む。また、途中、必要ならば、埋設用ケーシング1は溶接により上下を連結して継ぎ足す。
また、この際、掘削ヘッド42は杭穴11の軸部12の径D00で掘削し、その外側に同軸で拘束筒体5の径D(=D)で、回転させながら押し込む。したがって、この状態で、内径D00、外径Dに地盤が円筒状に残る。また、この際、掘削ヘッドの掘削の下端位置と、拘束筒体5の下端位置を、略同一にして掘削及び押し込みが進められる(図2(a))。
なお、杭穴11の軸部12の径D00を、根固め部13の径Dと同一とすれば(D00=D)、即ち、軸部12の径D00=拘束筒体5の径D となる。この場合には、地盤は円筒状に残らない。
(2) The excavation head 42 of the excavation rod 41 and the lower end 8a of the restraint cylinder 5 are brought close to the ground 18 and the ground 18 is excavated by the excavation head 42 while pushing the lower end 8 of the restraint cylinder 5 into the ground 18 (FIG. 2). (A)). At this time, the embedded casing 1 is pushed in while rotating in the direction in which the screw is tightened. In the middle, if necessary, the burying casing 1 is joined by connecting the top and bottom by welding.
At this time, the excavation head 42 excavates with the diameter D 00 of the shaft portion 12 of the pile hole 11, and is pushed in while rotating at the diameter D 1 (= D 0 ) of the constraining cylindrical body 5 coaxially. Therefore, in this state, the ground remains in a cylindrical shape at the inner diameter D 00 and the outer diameter D 0 . At this time, excavation and push-in are advanced with the lower end position of the excavation head excavation and the lower end position of the constraining cylinder 5 being substantially the same (FIG. 2A).
If the diameter D 00 of the shaft portion 12 of the pile hole 11 is the same as the diameter D 0 of the root hardening portion 13 (D 00 = D 0 ), that is, the diameter D 00 of the shaft portion 12 = restraint cylinder 5 the diameter D 1. In this case, the ground does not remain cylindrical.
(3) 杭穴11の軸部12の掘削に続いて、掘削ロッド41を逆回転して、掘削径を拡大して、掘削腕43で、径Dで根固め部13を掘削する(図2(b)。したがって、根固め部13の掘削時には、掘削ヘッド43は、拘束筒体5の内面に沿って掘削を進める。 (3) Following the drilling Kuiana 11 shaft section 12 of the drill rod 41 is reversely rotated, enlarged drilling diameter, drilling arm 43, drilling root hardened portion 13 in diameter D 0 (FIG. 2 (b) Therefore, the excavation head 43 advances excavation along the inner surface of the constraining cylinder 5 when excavating the root hardening portion 13.
(4) 掘削ロッド41での所定の杭穴11の根固め部13が掘削されたならば、拘束筒体5を所定の深さ(構築予定の基礎杭の根固め部の深さ位置)に設置する。 (4) If the root consolidation part 13 of the predetermined pile hole 11 in the excavation rod 41 is excavated, the restraint cylinder 5 is brought to a predetermined depth (depth position of the root consolidation part of the foundation pile to be constructed). Install.
(5) 続いて、埋設用ケーシング1を逆回転して、埋設用ケーシング1と拘束筒体5の螺合を解除して、切り離す(図2(d))。続いて、埋設用ケーシング1のみを地上に引き上げる。したがって、拘束筒体5のみ根固め部13内に残置される(図1(d))。
この際、地盤を修復する(緩んだ地盤を締め固める)ために、埋設用ケーシング1の下端部3の吐出口から地盤へソイルセメントを突出する。
(5) Subsequently, the burying casing 1 is rotated in the reverse direction to release the screwing between the burying casing 1 and the constraining cylinder 5 (FIG. 2D). Subsequently, only the burying casing 1 is lifted to the ground. Therefore, only the constraining cylinder 5 is left in the root hardening portion 13 (FIG. 1 (d)).
At this time, in order to repair the ground (consolidate the loose ground), soil cement is projected from the discharge port of the lower end 3 of the burying casing 1 to the ground.
(6) また、(5)と前後し、または同時に、掘削ロッド43を地上に引きあげる。 (6) Also, the excavation rod 43 is pulled up to the ground before or after (5).
(7) 続いて、従来の方法により、杭穴11内に、鉄筋かご(図示していない)及びコンクリートを充填して、固化後に杭穴11内にコンクリート柱体21を構築し、基礎杭構造30を構成する(図2(e))。この状態で、根固め部13(長さL、径D)の内面に沿ってほぼ全長に亘り、拘束筒体5(長さL=L、径D=D)が配置される。また、杭穴11の軸部12では、コンクリート柱体21の外面には土(または、ソイルセメントが浸透した土)が位置する(図2(e))。 (7) Subsequently, by a conventional method, the pile hole 11 is filled with a reinforcing steel cage (not shown) and concrete, and after solidification, the concrete column 21 is constructed in the pile hole 11 to obtain a foundation pile structure. 30 is configured (FIG. 2E). In this state, the constraining cylinder 5 (length L 1 = L 0 , diameter D 1 = D 0 ) is disposed over the entire inner surface of the root consolidation portion 13 (length L 0 , diameter D 0 ). Is done. Moreover, in the axial part 12 of the pile hole 11, soil (or soil which soil cement penetrate | infiltrated) is located in the outer surface of the concrete pillar 21 (FIG.2 (e)).
3.他の実施例 3. Other examples
前記実施例において、埋設用ケーシング1を地上に引き上げた後に、杭穴11内にコンクリートを充填したが、掘削ロッド41を地上18に引き上げ、杭穴11内にコンクリートを充填し、その後に埋設用ケーシング1を地上18に引き上げることもできる(図示していない)。   In the said Example, after raising the casing 1 for embedding to the ground, the pile hole 11 was filled with concrete, However, the excavation rod 41 is pulled up to the ground 18, the concrete is filled in the pile hole 11, and it is used for embedding after that. The casing 1 can also be pulled up to the ground 18 (not shown).
図3、図4に基づいてこの発明の実施例を説明する。この実施例は、埋設用ケーシング1を使って拘束筒体5を埋設した後に、杭穴11を掘削する実施例である。   An embodiment of the present invention will be described with reference to FIGS. This embodiment is an embodiment in which the pile hole 11 is excavated after the restraining cylinder 5 is buried using the burying casing 1.
1.埋設用ケーシング1及び拘束筒体5 1. Buried casing 1 and restraint cylinder 5
鋼管からなる埋設用ケーシング1の下端部3に、鋼管からなる拘束筒体5(長さL、外径D)の上端部7を連結する。拘束筒体5の上端部7にねじを切ってあり、埋設用ケーシング1の下端部3にこれと螺合するねじを切ってある。埋設用ケーシング1内には縦パイプが配置され、パイプの下端の吐出口を下方に向けて下端部3に位置させる(図示していない)。縦パイプの上端は地上に位置し、地上から縦パイプ内へソイルセメントを供給できるようになっている。 An upper end portion 7 of a restraining cylinder 5 (length L 1 , outer diameter D 1 ) made of a steel pipe is connected to the lower end portion 3 of the burying casing 1 made of a steel pipe. The upper end 7 of the restraint cylinder 5 is threaded, and the lower end 3 of the burying casing 1 is threaded. A vertical pipe is disposed in the burying casing 1, and the discharge port at the lower end of the pipe is positioned at the lower end portion 3 with the discharge port facing downward (not shown). The upper end of the vertical pipe is located on the ground so that soil cement can be supplied from the ground into the vertical pipe.
2.基礎杭構造の構築方法(施工方法) 2. Construction method of foundation pile structure (construction method)
(1) 基礎杭構築予定位置で、鋼管杭を埋設するための杭打ち機に埋設用ケーシング1を取り付けて地面18に近づけ(図3(a))、地面18に拘束筒体5の下端部8を押し込む(図3(b))。この際、埋設用ケーシング1をねじが締まる方向に回転しながら押し込む。また、途中、必要ならば、埋設用ケーシング1は溶接により上下を連結して継ぎ足す。
拘束筒体5が所定の深さ(構築予定の基礎杭の根固め部の深さ位置)に達したならば(図3(c))、埋設用ケーシング1を逆回転して、埋設用ケーシング1と拘束筒体5の螺合を解除して、切り離す(図3(d))。続いて、埋設用ケーシング1のみを地上に引き上げ、拘束筒体5を根固め部設置位置に残置する(図3(e)、図4(a))。
(1) At the planned foundation pile construction position, the embedding casing 1 is attached to a pile driving machine for embedding a steel pipe pile and brought close to the ground 18 (FIG. 3 (a)), and the lower end of the restraint cylinder 5 on the ground 18 8 is pushed in (FIG. 3B). At this time, the embedded casing 1 is pushed in while rotating in the direction in which the screw is tightened. In the middle, if necessary, the burying casing 1 is joined by connecting the top and bottom by welding.
When the constraining cylinder 5 reaches a predetermined depth (depth position of the root consolidation portion of the foundation pile to be constructed) (FIG. 3 (c)), the burying casing 1 is reversely rotated to bury the burying casing. 1 and the restraining cylinder 5 are unscrewed and separated (FIG. 3D). Subsequently, only the burying casing 1 is lifted to the ground, and the restraint cylinder 5 is left at the rooting portion installation position (FIGS. 3E and 4A).
(2) 続いて、通常の方法により、掘削ロッド(図示していない)で杭穴11の軸部12を掘削して(図4(b))、根固め部13の底付近(拘束筒体の下端付近)まで掘削する(図4(c))。続いて、根固め部を拡大掘削して、拘束筒体5の内面6aまで拡大して、根固め部13(長さL、径D)を掘削して杭穴11を形成して(図4(d))、掘削ロッドを地上に引き上げる。
続いて、杭穴11内に、鉄筋かご(図示していない)及びコンクリートを充填して、コンクリート柱体21を形成して、基礎杭構造30を構成する。
この状態で、根固め部13(長さL、径D)の内面に沿ってほぼ全長に亘り、拘束筒体5(長さL=L、径D=D)が配置される。また、杭穴11の軸部12では、コンクリート柱体21の外面には土(または、ソイルセメントが浸透した土)が位置する(図4(e))。
(2) Subsequently, the shaft portion 12 of the pile hole 11 is excavated with a drilling rod (not shown) by a normal method (FIG. 4B), and the vicinity of the bottom of the root consolidation portion 13 (restraint cylinder) Excavation is carried out to the vicinity of the lower end of (Fig. 4 (c)). Subsequently, the root consolidation portion is expanded and excavated to expand to the inner surface 6a of the restraint cylinder 5, and the root consolidation portion 13 (length L 0 , diameter D 0 ) is excavated to form the pile hole 11 ( FIG. 4 (d)), lifting the excavation rod to the ground.
Subsequently, the pile hole 11 is filled with a rebar cage (not shown) and concrete to form a concrete column 21 to constitute the foundation pile structure 30.
In this state, the constraining cylinder 5 (length L 1 = L 0 , diameter D 1 = D 0 ) is disposed over the entire inner surface of the root consolidation portion 13 (length L 0 , diameter D 0 ). Is done. Moreover, in the axial part 12 of the pile hole 11, soil (or soil which soil cement penetrate | infiltrated) is located in the outer surface of the concrete pillar 21 (FIG.4 (e)).
1 埋設用ケーシング
2 埋設用ケーシングの上端部
3 埋設用ケーシングの下端部
5 拘束筒体
6 拘束筒体の外面
6a 拘束筒体の内面
7 拘束筒体の上端部
7a 拘束筒体の上端
8 拘束筒体の下端部
8a 拘束筒体の下端
11 杭穴
12 杭穴の軸部
13 杭穴の根固め部
18 地面
21 コンクリート柱体
30 基礎杭構造
31 拘束筒体の係止突起
32 埋設用ケーシングの連結筒部
33 連結筒部の入り口
34 連結筒部の収容部
35 拘束筒体の環状リブ
37 埋設用ケーシングの挟持具
38 埋設用ケーシングの挟持具
41 掘削ロッド
42 掘削ヘッド
43 掘削ヘッドの掘削腕
DESCRIPTION OF SYMBOLS 1 Buried casing 2 Upper end 3 of buried casing 3 Lower end 5 of buried casing 5 Restraint cylinder 6 Outer surface 6a of restraint cylinder 7 Upper surface 7 of restraint cylinder 7a Upper end 8 of restraint cylinder Restraint cylinder Lower end portion 8a Lower end 11 of restraint cylinder Pile hole 12 Shaft portion 13 of pile hole 13 Solidified portion 18 of pile hole Ground 21 Concrete column 30 Foundation pile structure 31 Locking projection 32 of restraint cylinder Connection of buried casing Cylindrical part 33 Entrance 34 of connecting cylindrical part 35 Containing cylindrical part receiving part 35 Annular rib 37 of constraining cylindrical body Embedding casing clamping tool 38 Embedding casing clamping tool 41 Excavation rod 42 Excavation head 43 Excavation head excavation arm

Claims (7)

  1. 先端部に根固め部を有する杭穴内にコンクリートを充填してなり、以下のような要件を総て具備したことを特徴とする現場造成による基礎杭構造。
    (1) 杭穴の軸部の先端側を前記根固め部とした。
    (2) 前記杭穴の根固め部の側壁外周に沿って、拘束筒体を埋設して、前記杭穴内にコンクリートを充填してコンクリート柱体を構築した。
    (3) 前記杭穴の軸部ではコンクリート柱体と地盤とを直接接触させる。
    A foundation pile structure by site construction characterized by filling concrete in a pile hole having a root-solidified portion at the tip and having all the following requirements.
    (1) The tip side of the shaft portion of the pile hole was used as the root hardening portion.
    (2) A concrete cylinder was constructed by burying a constraining cylinder along the outer periphery of the side wall of the root portion of the pile hole and filling the pile hole with concrete.
    (3) At the shaft portion of the pile hole, the concrete column and the ground are brought into direct contact.
  2. 以下のような要件を総て具備したことを特徴とする請求項1記載の現場造成による基礎杭構造。
    (1) 杭穴の根固め部を軸部に比して拡径掘削した。
    (2) 拘束筒体を前記根固め部の略全長に亘り埋設した。
    The foundation pile structure by site construction according to claim 1, characterized in that all of the following requirements are satisfied.
    (1) The diameter of the pile hole was deepened compared to the shaft.
    (2) A constraining cylinder was embedded over substantially the entire length of the root-sealed portion.
  3. 以下のような要件を総て具備したことを特徴とする請求項1記載の現場造成による基礎杭構造。
    (1) 杭穴の根固め部を軸部に比して拡径掘削した。
    (2) 拘束筒体の外周に、螺旋突起を形成した。
    The foundation pile structure by site construction according to claim 1, characterized in that all of the following requirements are satisfied.
    (1) The diameter of the pile hole was deepened compared to the shaft.
    (2) A spiral protrusion was formed on the outer periphery of the constraining cylinder.
  4. 以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法。
    (1) 通常の方法により杭穴を掘削して、該杭穴内にコンクリートを充填してコンクリート柱体を構築する。
    (2) (1)の前又は後に、埋設用ケーシングの先端に前記拘束筒体を連結する。
    (3) (1)(2)で、杭穴を掘削した後で、コンクリートを充填する前又は充填した後又は充填と同時に、根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込む。
    (3) 前記拘束筒体が、根固め部に到達したならば、前記埋設用ケーシングの押圧を解除して、前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシングのみを地上に引き上げる。
    As shown below, a constraining cylinder having a diameter along the outer circumference of the root consolidation part of the pile hole to be constructed and corresponding to the length of the root consolidation part is arranged, and the concrete is placed in the pile hole. Construction method of foundation pile by on-site construction characterized by filling and constituting foundation pile.
    (1) Excavate a pile hole by a normal method, and fill the pile hole with concrete to construct a concrete column.
    (2) Before or after (1), the restraint cylinder is connected to the tip of the burying casing.
    (3) In (1) and (2), after excavating the pile hole, before or after filling with concrete, or simultaneously with filling, press the above-mentioned burying casing from the ground at the planned root formation position. The constraining cylinder is pushed into the ground together with the burying casing.
    (3) When the constraining cylinder has reached the rooting portion, release the pressing of the embedding casing, release the connection between the embedding casing and the restraining cylinder, and remove only the embedding casing. Pull it up to the ground.
  5. 以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法。
    (1) 埋設用ケーシングの先端に、前記拘束筒体を連結し、前記埋設用ケーシング内に掘削ロッドを挿入する。
    (2) 根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込みながら、前記拘束筒体内で、前記杭穴を掘削する。
    (3) 前記拘束筒体が、根固め部形成予定位置に到達し、かつ杭穴の根固め部の掘削が完了したならば、前記埋設用ケーシングの押圧を解除して、前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシング及び前記掘削ロッドを地上に引き上げる。
    (4) 続いて、通常の方法により、前記杭穴内にコンクリートを充填して、コンクリート柱体を構築する。
    As shown below, a constraining cylinder having a diameter along the outer circumference of the root consolidation part of the pile hole to be constructed and corresponding to the length of the root consolidation part is arranged, and the concrete is placed in the pile hole. Construction method of foundation pile by on-site construction characterized by filling and constituting foundation pile.
    (1) The restraint cylinder is connected to the tip of the burying casing, and the excavation rod is inserted into the burying casing.
    (2) The pile hole is excavated in the restraint cylinder while pressing the burying casing from the ground at the planned root formation position and pushing the restraint cylinder together with the burying casing into the ground.
    (3) When the constraining cylinder has reached the root formation portion planned position and the excavation of the root consolidation portion of the pile hole is completed, the pressing of the buried casing is released, and the buried casing and The connection of the restraint cylinder is released, and the burying casing and the excavation rod are pulled up to the ground.
    (4) Subsequently, concrete is filled into the pile holes by a normal method to construct a concrete column.
  6. 以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法。
    (1) 埋設用ケーシングの先端に、前記拘束筒体を連結し、前記埋設用ケーシング内に掘削ロッドを挿入する。
    (2) 根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込みながら、前記拘束筒体内で、前記杭穴を掘削する。
    (3) 前記拘束筒体が、根固め部形成予定位置に到達し、かつ杭穴の根固め部の掘削が完了したならば、前記掘削ロッドを地上に引き上げる。
    (4) 続いて、通常の方法により、前記杭穴内にコンクリートを充填して、コンクリート柱体を構築する。
    (5) 前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシングを地上に引き上げる。
    As shown below, a constraining cylinder having a diameter along the outer circumference of the root consolidation part of the pile hole to be constructed and corresponding to the length of the root consolidation part is arranged, and the concrete is placed in the pile hole. Construction method of foundation pile by on-site construction characterized by filling and constituting foundation pile.
    (1) The restraint cylinder is connected to the tip of the burying casing, and the excavation rod is inserted into the burying casing.
    (2) The pile hole is excavated in the restraint cylinder while pressing the burying casing from the ground at the planned root formation position and pushing the restraint cylinder together with the burying casing into the ground.
    (3) When the constraining cylinder has reached the planned root formation position and the excavation of the root consolidation part of the pile hole is completed, the excavation rod is pulled up to the ground.
    (4) Subsequently, concrete is filled into the pile holes by a normal method to construct a concrete column.
    (5) The connection between the burying casing and the restraining cylinder is released, and the burying casing is lifted to the ground.
  7. 以下のようにして、構築予定の杭穴の根固め部の外周に沿った径で、かつ前記根固め部の長さに対応した長さの拘束筒体を配置して、前記杭穴内にコンクリートを充填して、基礎杭を構成することを特徴とした現場造成による基礎杭の構築方法。
    (1) 埋設用ケーシングの先端に、前記拘束筒体を連結する。
    (2) 根固め部形成予定位置で、地面から前記埋設用ケーシングを押圧して、前記拘束筒体を埋設用ケーシングと共に地面に押し込む。
    (3) 前記拘束筒体が、根固め部形成予定位置に到達したならば、前記埋設用ケーシングの押圧を解除して、前記埋設用ケーシングと拘束筒体の連結を解除して、前記埋設用ケーシングのみを地上に引き上げる。
    (4) 続いて、通常の方法により根固め部を有する杭穴を掘削して、該杭穴内にコンクリートを充填してコンクリート柱体を構築する。
    In the following manner, a constraining cylinder having a diameter along the outer periphery of the root consolidation portion of the pile hole to be constructed and corresponding to the length of the root consolidation portion is disposed, and concrete is placed in the pile hole. A method for constructing foundation piles by site construction, characterized in that the foundation pile is constructed by filling
    (1) The restraint cylinder is connected to the tip of the buried casing.
    (2) At the planned root formation position, the burying casing is pressed from the ground, and the restraining cylinder is pushed into the ground together with the burying casing.
    (3) When the constraining cylinder has reached the planned root formation position, the pressing of the embedding casing is released, the connection between the embedding casing and the restraining cylinder is released, and the embedding Raise only the casing to the ground.
    (4) Subsequently, a pile hole having a solidified portion is excavated by a normal method, and concrete is filled into the pile hole to construct a concrete column.
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