JP5406628B2 - Cast-in-place pile installation method - Google Patents

Cast-in-place pile installation method Download PDF

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JP5406628B2
JP5406628B2 JP2009189469A JP2009189469A JP5406628B2 JP 5406628 B2 JP5406628 B2 JP 5406628B2 JP 2009189469 A JP2009189469 A JP 2009189469A JP 2009189469 A JP2009189469 A JP 2009189469A JP 5406628 B2 JP5406628 B2 JP 5406628B2
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place pile
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栄作 河合
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Takenaka Corp
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Description

本発明は、掘削装置によって地盤掘削した穴内に、筒状に組んだ鉄筋カゴを落とし込み、後からコンクリートを流し込んで一体の杭を形成する場所打ち杭設置方法に関する。   The present invention relates to a cast-in-place pile installation method in which a rebar cage assembled in a cylindrical shape is dropped into a hole excavated by a drilling device, and concrete is poured later to form an integrated pile.

従来、この種の場所打ち杭設置方法によって形成される場所打ち杭は、杭の先端支持力のみならず、周面摩擦力をも支持力として期待することができるもので、杭の先端支持力の増加を目的としたものには拡底杭等（図６（ａ）参照）があった。一方、周面摩擦力の増加を目的としたものには、杭Ｐの外周面に節２０を形成したものがあった（図６（ｂ）参照）。
前者の場所打ち杭を形成するには、図６（ａ）に示すように、掘削装置によって杭穴３を形成する際に、他の部分より大径に掘削した拡径部１を杭穴３の下端部に形成することで実施される（以後、単に従来第１方法という）。
後者の場所打ち杭を形成するには、図６（ｂ）に示すように、前記鉄筋カゴ４に、予め、所定深度で杭外周側にグラウト材Ｇを注入できるようにグラウトパイプ２１とグラウトノズル２２を組み込んでおき、杭穴３に前記鉄筋カゴ４を落とし込んでコンクリート５を充填した後に、前記グラウトノズル２２からグラウト材Ｇを注入し、杭Ｐの外周面にグラウト材Ｇによる節２０を形成する（例えば、特許文献１参照）ことで実施される（以後、単に従来第２方法という）。 Conventionally, a cast-in-place pile formed by this type of cast-in-place pile method can expect not only the support force at the tip of the pile but also the peripheral frictional force as the support force. There was an expanded pile or the like (see FIG. 6 (a)) for the purpose of increasing the number of piles. On the other hand, there existed what formed the node 20 in the outer peripheral surface of the pile P for the purpose of the increase in a peripheral surface frictional force (refer FIG.6 (b)).
In order to form the former cast-in-place pile, as shown in FIG. 6 (a), when the pile hole 3 is formed by the excavator, the enlarged diameter portion 1 excavated to have a larger diameter than the other portion is used. (Hereinafter simply referred to as the first conventional method).
In order to form the latter cast-in-place pile, as shown in FIG. 6 (b), a grout pipe 21 and a grout nozzle are provided so that the grout material G can be injected into the reinforcing bar 4 at a predetermined depth in advance on the outer peripheral side of the pile. 22, the reinforcing bar 4 is dropped into the pile hole 3 and filled with the concrete 5, and then the grout material G is injected from the grout nozzle 22 to form a node 20 by the grout material G on the outer peripheral surface of the pile P. (For example, refer to Patent Document 1) (hereinafter, simply referred to as the conventional second method).

特開２００７−２５５１０７号公報（図４）JP 2007-255107 A (FIG. 4)

杭設置対象となる地盤には、砂質土や粘性土や砂れき等、さまざまな土質が存在すると共に、掘削時に孔壁の安定が保ち難い内部摩擦角の小さな土質も存在している。
特に、前述の拡径部においては、掘削孔壁が下向きに傾斜しているから崩落が発生し易い。
上述した前記従来第１方法によれば、内部摩擦角の小さな土による土層部分や、拡径部での地盤安定が図り難い。従って、対象地盤への負荷を抑えるように時間を掛けて掘削する必要があり、掘削効率が低くなり易い問題点がある。
特に、拡径部を掘削する際には、崩落防止のために掘削孔壁の傾きを小さくする必要があり、拡径部の直径をむやみに大きくできないから、拡径部の平面積を充分に確保できず、杭の支持力の増加を図り難い問題点がある。
一方、前記従来第２方法によれば、前記従来第１方法の場合と同様に、内部摩擦角の小さな土が層をなしている部分での地盤安定が図り難く、掘削効率が低くなり易い問題点がある。
また、予め、鉄筋カゴにグラウトパイプやグラウトノズル等の埋設物を組み込んでおく必要があり、これら埋設物は、コンクリートの断面欠損となって強度低下の原因になり易い。更には、杭周囲の地盤へのグラウト材の注入は、杭本体のコンクリートが充分な強度を発現する前に実施すると、かえってコンクリートに悪影響を及ぼし、強度低下の原因になり易い問題点がある。 There are various types of soil such as sandy soil, cohesive soil, and gravel, as well as soil with a small internal friction angle that makes it difficult to maintain the stability of the hole wall during excavation.
In particular, in the above-mentioned enlarged diameter portion, the excavation hole wall is inclined downward, so that collapse tends to occur.
According to the above-described conventional first method, it is difficult to stabilize the ground at the soil layer portion with the small internal friction angle or the expanded diameter portion. Therefore, it is necessary to excavate for a long time so as to suppress the load on the target ground, and there is a problem that the excavation efficiency tends to be low.
In particular, when excavating the enlarged diameter part, it is necessary to reduce the inclination of the borehole wall in order to prevent collapse, and the diameter of the enlarged diameter part cannot be increased unnecessarily. There is a problem that it cannot be secured and it is difficult to increase the bearing capacity of the pile.
On the other hand, according to the second conventional method, as in the case of the first conventional method, it is difficult to stabilize the ground in a portion where the soil having a small internal friction angle forms a layer, and the excavation efficiency tends to be low. There is a point.
In addition, it is necessary to previously embed buried objects such as grout pipes and grout nozzles in the reinforcing steel basket, and these buried objects tend to cause a cross-sectional defect of the concrete and cause a decrease in strength. Furthermore, if the grout material is injected into the ground around the pile before the concrete of the pile body develops sufficient strength, it adversely affects the concrete and tends to cause a decrease in strength.

従って、本発明の目的は、上記問題点を解消し、所定の強度の杭を効率よく形成できると共に、充分な支持力が確保できる場所打ち杭設置方法を提供するところにある。   Accordingly, an object of the present invention is to provide a cast-in-place pile installation method capable of solving the above-described problems, efficiently forming a pile having a predetermined strength, and ensuring a sufficient support force.

本発明の第１の特徴構成は、複数の場所打ち杭を間隔をあけて設置する各予定箇所毎に、それら予定箇所の周囲に、予め、地盤改良を実施し、その後、前記各予定箇所に前記場所打ち杭を設置するにあたり、前記場所打ち杭は、その長手方向での一部に拡径部を備えており、前記地盤改良は、前記場所打ち杭の全長の一部で、前記拡径部に対応した深度に実施するところにある。 In the first characteristic configuration of the present invention, for each planned location where a plurality of cast-in-place piles are installed at intervals, the ground is improved in advance around the planned location, and then, each planned location is In installing the cast-in-place pile, the cast-in- place pile includes a diameter-expanded portion in a part of the longitudinal direction, and the ground improvement is a part of the total length of the cast-in-place pile, It is in place to carry out at the depth corresponding to the part .

本発明の第１の特徴構成によれば、場所打ち杭を設置する予定箇所の周囲に地盤改良を実施した後、場所打ち杭を設置するから、掘削範囲の外周部分の地盤（内部摩擦角の小さな土層をも含む）は、予め、地盤改良によって崩れにくい状態に改良されている。
従って、杭穴を掘削する際に、必要以上の時間を掛けずに実施でき、効率よく杭設置作業を実施することができる。
また、場所打ち杭の中にコンクリートの断面欠損が生じないから、所定の杭強度を確保することができる。
更には、地盤改良された改良土と杭との一体性が得られるから、杭の支持力を向上させることができる。
以上の結果、所定の強度の杭を効率よく形成できると共に、充分な支持力が確保できるようになる。 According to the first characteristic configuration of the present invention, since the cast-in-place pile is installed after the ground improvement is performed around the place where the cast-in-place pile is planned to be installed, (Including a small soil layer) has been improved in advance to a state in which it does not easily collapse due to ground improvement.
Therefore, when excavating a pile hole, it can implement without taking time more than necessary, and a pile installation operation can be implemented efficiently.
Moreover, since the cross-sectional defect | deletion of concrete does not arise in a cast-in-place pile, predetermined pile strength can be ensured.
Furthermore, since the unity between the improved soil and the pile whose ground has been improved is obtained, the supporting force of the pile can be improved.
As a result, it is possible to efficiently form a pile having a predetermined strength and to secure a sufficient supporting force.

また、拡径部に対応した地盤を地盤改良するから、崩れにくい状態に改良されており、掘削孔壁の傾きを大きくした掘削を実施しても、地盤の崩落の無い状態に掘削できる。
従って、拡径部の直径を大きくして、拡径部の平面積を充分に確保することで杭の支持力の増加を図ることができる。
尚、拡径部に関しては、場所打ち杭の下端部に設ける所謂「拡底杭」に限らず、上下中間部に拡径部を設ける場合もある。 In addition, since the ground corresponding to the enlarged diameter portion is improved, the ground is improved so that it does not collapse easily, and even when excavation with a large inclination of the borehole wall is performed, the ground can be excavated without collapse.
Therefore, it is possible to increase the supporting force of the pile by enlarging the diameter of the enlarged diameter portion and sufficiently securing the flat area of the enlarged diameter portion.
In addition, about an enlarged diameter part, not only what is called a "bottom pile" provided in the lower end part of a cast-in-place pile but an enlarged diameter part may be provided in an up-and-down intermediate part.

場所打ち杭の設置状況を示す正面図Front view showing the installation status of cast-in-place piles 地盤改良の施工状況を示す説明図Explanatory drawing showing the construction status of ground improvement 場所打ち杭の設置状況を示す正面図Front view showing the installation status of cast-in-place piles 別実施形態の場所打ち杭を示す正面図Front view showing a cast-in-place pile according to another embodiment 別実施形態の場所打ち杭を示す正面図Front view showing a cast-in-place pile according to another embodiment 従来例の場所打ち杭を示す正面図Front view showing a conventional cast-in-place pile

以下に本発明の実施の形態を図面に基づいて説明する。尚、図面において従来例と同一の符号で表示した部分は、同一又は相当の部分を示している。   Embodiments of the present invention will be described below with reference to the drawings. In the drawings, the parts indicated by the same reference numerals as those in the conventional example indicate the same or corresponding parts.

図１は、本発明の場所打ち杭設置方法によって設置された場所打ち杭Ｐを示している。   FIG. 1 shows a cast-in-place pile P installed by the cast-in-place pile installation method of the present invention.

場所打ち杭Ｐの複数は、横間隔をあけて設置してあり、場所打ち杭Ｐの上方に形成された建物Ｂの荷重を、これらの場所打ち杭Ｐで支持している。
場所打ち杭Ｐは、円柱形状に形成した鉄筋コンクリート造の杭であり、下端部と上下中間部とに拡径部１が設けられている。
二つの拡径部１の内、下端部の拡径部１Ｂは、杭の先端面積の拡大による先端支持力の増加に寄与している。
一方、上下中間部の拡径部１Ａは、杭の周面摩擦力を含む周面支持力の増加に寄与している。 A plurality of cast-in-place piles P are installed at a lateral interval, and the load of building B formed above cast-in-place pile P is supported by these cast-in-place piles P.
The cast-in-place pile P is a reinforced concrete pile formed in a columnar shape, and is provided with an enlarged diameter portion 1 at a lower end portion and an upper and lower intermediate portion.
Of the two enlarged diameter portions 1, the enlarged diameter portion 1B at the lower end contributes to an increase in the tip support force due to the enlargement of the tip end area of the pile.
On the other hand, the enlarged diameter part 1A of the upper and lower intermediate part contributes to the increase in the peripheral surface supporting force including the peripheral surface frictional force of the pile.

また、上下中間部の拡径部１Ａの周囲地盤には、予め、地盤改良によって地盤改良域Ｋが形成されている。
この地盤改良域Ｋによって、拡径部１Ａの形成時（杭穴掘削時）においては、孔壁の維持を図ることができ、杭形成後においては、杭Ｐとの一体性の向上によって支持力増加が図れる。 In addition, a ground improvement region K is formed in advance on the ground around the enlarged diameter portion 1A of the upper and lower intermediate portions by ground improvement.
With this ground improvement zone K, it is possible to maintain the hole wall when the enlarged diameter portion 1A is formed (when drilling the pile hole), and after the formation of the pile, the bearing capacity is improved by improving the integrity with the pile P. Increase can be achieved.

地盤改良工事は、当該実施形態においては、場所打ち杭Ｐを設置する予定箇所２の周りを、地上から例えばボーリングマシーンやオーガーマシーン等によって、図２に示すように、円柱状に掘削し、掘削範囲内にセメント系材料を供給して混練することによって、在来地盤より止水性や強度の高い改良体を形成するものである。そして、隣接するものどうしを密接状態に形成することで、前記予定箇所２の周りに筒状の地盤改良域Ｋを形成することができる。   In the present embodiment, the ground improvement work is performed by excavating around the planned location 2 where the cast-in-place pile P is to be installed, from the ground, for example, by a boring machine or an auger machine in a cylindrical shape as shown in FIG. By supplying a cement-based material within the range and kneading, an improved body having higher water-stopping strength and strength than the conventional ground is formed. And the cylindrical ground improvement area K can be formed around the said planned location 2 by forming adjacent things in a close state.

次に、当該場所打ち杭Ｐの設置方法について説明する。
［１］前記予定箇所２毎に、それら予定箇所２の周囲に、上述の地盤改良工事を予め実施して地盤改良域Ｋを形成する（図２参照）。尚、地盤改良深度は、場所打ち杭Ｐの全長にわたって実施しても良いが、当該実施形態においては、杭Ｐの拡径部１に対応した深度のみを地盤改良するものである。
［２］前記各予定箇所２に前記場所打ち杭Ｐを設置する。
具体的には、図には示さない掘削装置によって地上から所定の深度まで杭穴３を形成する。その際、前記拡径部１の深度においては、掘削装置の拡径機構を使用して、拡径穴を形成しておく（図３（ａ）参照）。杭穴３内に、鉄筋カゴ４を落とし込むと共にコンクリート５を充填して一体化する（図３（ｂ）、図１参照）。 Next, the installation method of the said cast-in-place pile P is demonstrated.
[1] For each planned location 2, the above ground improvement work is performed in advance around the planned locations 2 to form a ground improvement zone K (see FIG. 2). In addition, although the ground improvement depth may be implemented over the full length of the cast-in-place pile P, in the said embodiment, only the depth corresponding to the enlarged diameter part 1 of the pile P is ground improvement.
[2] The cast-in-place pile P is installed at each planned location 2.
Specifically, the pile hole 3 is formed from the ground to a predetermined depth by an excavator not shown in the drawing. At that time, at the depth of the diameter-expanded portion 1, a diameter-expansion hole is formed using the diameter-expansion mechanism of the excavator (see FIG. 3A). The reinforcing bar 4 is dropped into the pile hole 3 and the concrete 5 is filled and integrated (see FIG. 3B and FIG. 1).

当該実施形態による場所打ち杭設置方法によれば、場所打ち杭Ｐの予定箇所２周囲を、予め、地盤改良するので、杭穴３を掘削する際に、孔壁安定が図られており、所定通りの余掘り形状で拡径部１を掘削できる。また、必要以上の時間を掛けずに掘削でき、効率よく杭設置作業を実施することができる。
更には、地盤改良された地盤改良域Ｋの改良土と杭Ｐとの一体性が得られるから、杭の支持力を向上させることができる。
従って、所定の強度の杭を効率よく形成できると共に、充分な支持力が確保できるようになる。
また、地盤改良を地上から施工するから、その地盤改良に伴う掘削状況（例えば、固さや透水性等）によって、場所打ち杭Ｐの対象地盤状況を事前に認識することができる。従って、その事前情報をもとにして、場所打ち杭Ｐの形成計画の再調整を図ることもできる。 According to the cast-in-place pile installation method according to this embodiment, since the ground is improved in advance around the planned place 2 of the cast-in-place pile P, when excavating the pile hole 3, hole wall stability is achieved, The diameter-expanded portion 1 can be excavated with a street surplus shape. Moreover, excavation can be performed without taking more time than necessary, and pile installation work can be carried out efficiently.
Furthermore, since the integrity of the improved soil in the ground improvement area K and the pile P obtained by improving the ground is obtained, the supporting force of the pile can be improved.
Accordingly, it is possible to efficiently form a pile having a predetermined strength and to secure a sufficient supporting force.
Moreover, since the ground improvement is performed from the ground, the target ground situation of the cast-in-place pile P can be recognized in advance by the excavation situation (for example, hardness, water permeability, etc.) accompanying the ground improvement. Therefore, it is possible to readjust the formation plan of the cast-in-place pile P based on the prior information.

〔別実施形態〕
以下に他の実施の形態を説明する。 [Another embodiment]
Other embodiments will be described below.

〈１〉 前記場所打ち杭Ｐは、先の実施形態で説明したように、拡径部１として、上下の２ヵ所に設けたものに限らず、例えば、上下中間部のみに拡径部１を設けたものや、図４（ａ）、図５に示すように、下端部のみに拡径部１を設けたものであってもよい。また、上下中間部の複数箇所に拡径部１を設けたものであってもよい。
それらを含めて、拡径部１と総称する。
〈２〉 前記地盤改良域Ｋは、先の実施形態で説明したものに限るものではなく、例えば、円柱状の各地盤改良体を、杭Ｐの径方向に一重に配置することに限らず、二重以上の複数列にわたって配置して構成するものであってもよい。また、地盤改良の施工方法についても、適宜選択することが可能である。
地盤改良深度に関しては、拡径部１に対応する範囲のみを対象とすることに限らず、杭Ｐの施工全長にわたって実施するものであったり、拡径部１以外の上下中間部のみに実施するものであってもよい（図５参照）。
また、地盤改良域Ｋの形状に関しても、円筒形状に限らず、例えば、図４（ｂ）に示すように、円錐台形状の外形であったり、図４（ｃ）に示すように、上下反転の円錐台形状の外形であってもよい。 <1> As described in the previous embodiment, the cast-in-place pile P is not limited to those provided at the two upper and lower portions as the enlarged-diameter portion 1, and for example, the enlarged-diameter portion 1 is provided only at the upper and lower intermediate portions. As shown in FIGS. 4A and 5, the enlarged diameter portion 1 may be provided only at the lower end portion. Further, the enlarged diameter portions 1 may be provided at a plurality of locations in the upper and lower intermediate portions.
Including these, they are collectively referred to as the enlarged diameter portion 1.
<2> The ground improvement area K is not limited to that described in the previous embodiment, for example, the columnar local improvement body is not limited to being arranged in a single radial direction of the pile P, It may be arranged over a plurality of double or more rows. In addition, the construction method for ground improvement can be selected as appropriate.
Regarding the ground improvement depth, it is not limited to the range corresponding to the enlarged-diameter portion 1, but is performed over the entire construction length of the pile P, or only in the upper and lower intermediate portions other than the enlarged-diameter portion 1. It may be a thing (refer FIG. 5).
Further, the shape of the ground improvement region K is not limited to the cylindrical shape, and for example, as shown in FIG. 4B, it has a frustoconical shape, or upside down as shown in FIG. The outer shape of the truncated cone shape may be sufficient.

尚、上述のように、図面との対照を便利にするために符号を記したが、該記入により本発明は添付図面の構成に限定されるものではない。また、本発明の要旨を逸脱しない範囲において、種々なる態様で実施し得ることは勿論である。   In addition, as mentioned above, although the code | symbol was written in order to make contrast with drawing convenient, this invention is not limited to the structure of an accompanying drawing by this entry. In addition, it goes without saying that the present invention can be carried out in various modes without departing from the gist of the present invention.

１ 拡径部
２ 予定箇所
Ｐ 場所打ち杭 1 Expanded part 2 Planned part P Cast-in-place pile

Claims (1)

複数の場所打ち杭を間隔をあけて設置する各予定箇所毎に、それら予定箇所の周囲に、予め、地盤改良を実施し、その後、前記各予定箇所に前記場所打ち杭を設置するにあたり、前記場所打ち杭は、その長手方向での一部に拡径部を備えており、前記地盤改良は、前記場所打ち杭の全長の一部で、前記拡径部に対応した深度に実施する場所打ち杭設置方法。 A plurality of place pile for each planned portion to be installed at intervals, around their planned portion, in advance, to implement ground improvement, then, per To install the place pile to the each planned portion, wherein The cast-in-place pile includes an enlarged diameter portion at a part in the longitudinal direction thereof, and the ground improvement is performed at a depth corresponding to the enlarged diameter portion at a part of the entire length of the cast-in-place pile. Pile installation method.
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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106245629A (en) * 2016-09-13 2016-12-21 大连理工大学 A kind of anti-skid uplift pile in mountain area and method for designing thereof
CN111926802A (en) * 2020-07-03 2020-11-13 顾鑫平 High-strength precast concrete pile and pouring process thereof

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JP5972690B2 (en) * 2012-07-09 2016-08-17 大成建設株式会社 Foundation construction method and foundation
JP6255184B2 (en) * 2013-07-31 2017-12-27 株式会社大林組 Cast-in-place pile wall protector and its construction method

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5847823A (en) * 1981-09-16 1983-03-19 Toshio Enoki Construction of in-place concrete pile
JPH04265312A (en) * 1991-02-18 1992-09-21 Takenaka Komuten Co Ltd Method of multistage bottom-expanding place pile driving construction
JP3895363B1 (en) * 2006-03-17 2007-03-22 株式会社不動テトラ New foundation structure
JP5136270B2 (en) * 2007-08-03 2013-02-06 Ｊｆｅスチール株式会社 Synthetic friction pile construction method

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106245629A (en) * 2016-09-13 2016-12-21 大连理工大学 A kind of anti-skid uplift pile in mountain area and method for designing thereof
CN106245629B (en) * 2016-09-13 2018-10-16 大连理工大学 A kind of anti-skid uplift pile in mountain area and its design method
CN111926802A (en) * 2020-07-03 2020-11-13 顾鑫平 High-strength precast concrete pile and pouring process thereof
CN111926802B (en) * 2020-07-03 2021-09-07 广东港粤建设工程有限公司 High-strength concrete pile and pouring process thereof

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