JP2009114696A - Knotted pile - Google Patents
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- JP2009114696A JP2009114696A JP2007287556A JP2007287556A JP2009114696A JP 2009114696 A JP2009114696 A JP 2009114696A JP 2007287556 A JP2007287556 A JP 2007287556A JP 2007287556 A JP2007287556 A JP 2007287556A JP 2009114696 A JP2009114696 A JP 2009114696A
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Abstract
Description
本発明は、表面より突出する節部を備えた節付杭に関する。 The present invention relates to a knotted pile provided with a knot protruding from the surface.
従来より、建物の荷重を支持する基礎杭として、例えば図７に示すように、杭の鉛直方法中間部や底部に、他の部位に比べて径が大きい節部２２０や拡径部２３０を設けた節付杭２１０が用いられている。このような節付杭２１０によれば、建物の荷重により下方に向かって押し込み荷重が作用した場合には、杭の外周面に沿って作用する周面摩擦力、及び杭の底部が受ける地盤反力に加えて、節部２２０の下部に周囲の地盤より支圧力が作用するため、より大きな押込荷重に対して抵抗することができる。また、建物に転倒モーメントが作用し、上方に向かう引抜荷重が作用した場合には、杭の外周面に沿って作用する周面摩擦力に加えて、節部２２０及び拡径部２３０の上部に地盤より支圧力が作用するため、より大きな引抜荷重に対して抵抗することができる。 Conventionally, as a foundation pile for supporting the load of a building, for example, as shown in FIG. 7, a vertical portion intermediate portion or bottom portion of the pile is provided with a node portion 220 or an enlarged portion 230 having a diameter larger than that of other portions. A knotted pile 210 is used. According to such a jointed pile 210, when a downward load is applied due to the building load, the peripheral frictional force acting along the outer peripheral surface of the pile and the ground reaction received by the bottom of the pile In addition to the force, a supporting pressure is applied to the lower part of the node 220 from the surrounding ground, so that it is possible to resist a larger pushing load. In addition, when a falling moment acts on the building and an upward pulling load acts on the building, in addition to the peripheral frictional force acting along the outer peripheral surface of the pile, the top of the node 220 and the enlarged diameter portion 230 Since the support pressure acts from the ground, it is possible to resist a larger pulling load.
本願出願人らは、このような節付杭２１０の引抜抵抗力を正確に評価する方法として、節部２２０及び拡径部２３０に作用する支圧力及びせん断力に基づき算出する方法を提案している（例えば、特許文献１参照）。
ところで、このような節付杭に引抜荷重や押込荷重が作用した場合は、上記のように節部２２０や拡径部２３０に支圧力が作用するため、これら節部２２０や拡径部２３０に鉛直方向にひび割れが生じ、構造性能が低下する虞がある。そこで、節部２２０や拡径部２３０を補強するために、これらの部位に鉄筋などを埋設することにより補強することも考えられるが、節付杭２１０を現場において構築する場合には、掘削孔内の節部にあたる部分に鉄筋を配筋することは非常に困難である。 By the way, when a pulling-out load or an indentation load is applied to such a knotted pile, a support pressure is applied to the node 220 or the enlarged diameter portion 230 as described above. There is a risk that cracks will occur in the vertical direction and structural performance will deteriorate. Therefore, in order to reinforce the node 220 and the enlarged diameter portion 230, it is conceivable to reinforce these parts by embedding reinforcing bars or the like. It is very difficult to place a reinforcing bar in the part corresponding to the inner node.
本発明は上記の問題に鑑みなされたものであって、節付杭の節部にひび割れが生じるのを防止することを目的とする。 This invention is made | formed in view of said problem, Comprising: It aims at preventing that a crack arises in the node part of a node pile.
本発明の節付杭は、杭本体の表面より突出する節部を一以上備えた節付杭であって、 少なくとも前記節部を構成するコンクリートを、補強繊維が混入された繊維コンクリートとしたことを特徴とする。 The knotted pile of the present invention is a knotted pile provided with one or more knots protruding from the surface of the pile body, and at least the concrete constituting the knots is a fiber concrete mixed with reinforcing fibers It is characterized by.
上記の節付杭において、前記杭本体は円柱状であってもよく、壁状であってもよい。 In the above-mentioned knotted pile, the pile body may be columnar or wall-shaped.
また、前記繊維コンクリートは、鋼繊維コンクリートであってもよい。 The fiber concrete may be steel fiber concrete.
本発明によれば、節部を構成するコンクリートを繊維コンクリートとすることにより、コンクリート部材の引張抵抗力が向上するため、節部に支圧力が作用した場合であっても、節部にひび割れが生じることを防止できる。 According to the present invention, since the concrete constituting the node portion is made of fiber concrete, the tensile resistance of the concrete member is improved, so that even when a supporting pressure is applied to the node portion, the node portion is cracked. It can be prevented from occurring.
以下、本発明の節付杭の一実施形態を図面を参照しながら詳細に説明する。
図１は、本実施形態の節付杭１０を示す斜視図である。同図に示すように、本実施形態の節付杭１０は、円柱状に形成された杭軸部４０と、長さ方向中間部に形成された節部２０と、下端に形成された拡径部３０と、を備えてなる。節部２０は、杭軸部４０に比べて大きな径を有する鉛直部２２と、鉛直部の上下端より上下に向かって杭軸部４０と径が等しくなるように傾斜する傾斜部２１、２２とからなる。また、拡径部２０は、杭軸部３０に比べて大きな径を有する鉛直部３２と、上方に向かって杭軸部４０と径が等しくなるように傾斜する傾斜部３１とからなる。なお、本発明における節部には杭の中間部に設けられた節部２０及び杭の下端に設けられた拡径部３０が含まれる。
Hereinafter, an embodiment of a knotted pile according to the present invention will be described in detail with reference to the drawings.
FIG. 1 is a perspective view showing a knot pile 10 according to the present embodiment. As shown in the figure, the pile 10 with a node according to the present embodiment includes a pile shaft portion 40 formed in a columnar shape, a node portion 20 formed at a middle portion in the length direction, and an enlarged diameter formed at a lower end. Part 30. The node portion 20 includes a vertical portion 22 having a larger diameter than the pile shaft portion 40, and inclined portions 21 and 22 that are inclined so that the diameter is equal to the pile shaft portion 40 from the upper and lower ends of the vertical portion upward and downward. Consists of. Moreover, the enlarged diameter part 20 consists of the vertical part 32 which has a larger diameter compared with the pile axial part 30, and the inclination part 31 which inclines so that a diameter may become equal to the pile axial part 40 toward upper direction. In addition, the nodal part in this invention includes the nodal part 20 provided in the intermediate part of the pile, and the enlarged diameter part 30 provided in the lower end of the pile.
図２は、節付杭１０の鉛直断面図であり、鋼繊維コンクリートを用いた箇所については灰色で示している。同図に示すように、節付杭１０はコンクリート５０、５１に鉄筋かご６０が埋設されてなる。鉄筋かご６０は、杭軸部４０において十分なかぶり厚さを確保することができるような径を有する円柱状に組まれた鉄筋からなる。また、節部２０及び拡径部３０にあたる部分を構成するコンクリートには鋼繊維コンクリート５１が用いられ、杭軸部４０を構成するコンクリートには一般的なコンクリート５０が用いられている。鋼繊維コンクリート５１は、補強繊維として鋼繊維が混入されたコンクリートであり、これにより、通常のコンクリートに比べて引張耐力が向上されている。 FIG. 2 is a vertical cross-sectional view of the knotted pile 10, and portions using steel fiber concrete are shown in gray. As shown in the figure, the knotted pile 10 is formed by embedding a reinforcing bar 60 in concrete 50 and 51. The reinforcing bar 60 is made of a reinforcing bar assembled in a columnar shape having a diameter that can secure a sufficient cover thickness in the pile shaft portion 40. Further, steel fiber concrete 51 is used for the concrete constituting the portions corresponding to the node portion 20 and the enlarged diameter portion 30, and general concrete 50 is used for the concrete constituting the pile shaft portion 40. The steel fiber concrete 51 is a concrete in which steel fibers are mixed as a reinforcing fiber, and as a result, the tensile strength is improved as compared with normal concrete.
このような節付杭１０は、以下のようにして構築することができる。図３は、節付杭１０を構築する施工手順を説明するための図である。
まず、図３（Ａ）に示すように、拡径機能を備えたバケット１００を用いて、節付杭１０の形状に合わせた掘削孔７０を形成する。
次に、図３（Ｂ）に示すように、上記形成した形成した掘削孔６０内に鉄筋かご６１を挿入する。
Such a knotted pile 10 can be constructed as follows. FIG. 3 is a diagram for explaining a construction procedure for constructing the knot pile 10.
First, as shown in FIG. 3 (A), the excavation hole 70 matched with the shape of the knot pile 10 is formed using a bucket 100 having a diameter expanding function.
Next, as shown in FIG. 3 (B), a rebar cage 61 is inserted into the formed excavation hole 60 formed as described above.
そして、図３（Ｃ）に示すように、コンクリートを打設する。コンクリートは下方より上方に向かって打設する。この際、拡径部３０及び節部２０にあたる深さでは、打設するコンクリートを鋼繊維コンクリート５１とし、杭軸部４０にあたる深さでは打設するコンクリートを通常のコンクリート５１とする。このようにして上記図２に示すような杭１０を構築することができる。 Then, concrete is placed as shown in FIG. Concrete is cast upward from below. At this time, the concrete to be cast is steel fiber concrete 51 at the depth corresponding to the enlarged diameter portion 30 and the node portion 20, and the concrete to be cast is normal concrete 51 at the depth corresponding to the pile shaft portion 40. In this way, the pile 10 as shown in FIG. 2 can be constructed.
図４は、引抜荷重が作用した際の節付杭１０及び節付杭１０周辺の地盤に作用する応力を示す図である。同図に示すように、節付杭１０に引張荷重が作用した場合には、節付杭１０の表面全体に亘って、表面に対して平行に下方に向かって周面摩擦力ｆ１が作用するとともに、節部２０及び拡径部３０の上方の傾斜部２１、３１には表面に対して垂直方向に支圧力ｆ２が作用する。このように傾斜部２１、３１に作用する支圧力ｆ２及び周面摩擦力ｆ１の鉛直方向成分が、節部２０及び拡径部３０と杭軸部４０の境界より、図中破線で示す面に沿った下向きのせん断力ｆＳとして作用する（通常支圧力ｆ２の鉛直方向成分が支配的である）。これに対して、本実施形態の節付杭１０は、上記のように、節部２０及び拡径部３０を構成するコンクリートを鋼繊維コンクリート５１としたため、鋼繊維コンクリート５１の引張耐力により、せん断力ｆＳに抵抗することができ、節部２０及び拡径部３０にひび割れが発生するのを防止することができる。 FIG. 4 is a diagram illustrating stresses acting on the joint pile 10 and the ground around the joint pile 10 when a pulling load is applied. As shown in the figure, when a tensile load in the section with the pile 10 is applied, over the entire surface of the section with pile 10, skin friction f 1 is acting downward parallel to the surface to together, Bearing force f 2 acts in the direction perpendicular to the surface above the inclined portion 21, 31 of the knurl 20 and the enlarged diameter portion 30. Vertical component of Bearing forces f 2 and skin friction f 1 acting in this way the inclined portion 21 and 31, the boundary sections 20 and enlarged diameter portion 30 and the Kuijiku portion 40, shown by a broken line in FIG. It acts as a downward shearing force f S along the surface (normally the vertical component of the support pressure f 2 is dominant). On the other hand, in the jointed pile 10 of the present embodiment, since the concrete constituting the joint portion 20 and the expanded diameter portion 30 is the steel fiber concrete 51 as described above, due to the tensile strength of the steel fiber concrete 51, shearing is performed. The force f S can be resisted, and cracks can be prevented from occurring in the node portion 20 and the enlarged diameter portion 30.
また、図５は、押込荷重が作用した際の節付杭１０及び節付杭１０周辺の地盤に作用する応力を示す図である。同図に示すように、節付杭１０に押込荷重が作用した場合には、節付杭１０の表面全体に亘って、表面に対して平行に上方に向かって周面摩擦力ｆ１が作用し、拡径部３０の下方に地盤反力ｆ３が作用し、節部３０の下方の傾斜面２３には斜め上方に向かって支圧力ｆ２が作用する。このように傾斜部２１に作用する支圧力ｆ２及び周面摩擦力ｆ１の鉛直方向成分が、節部２０と杭軸部４０の境界より、図中破線で示す面に沿った上向きのせん断力ｆＳとして作用する（通常支圧力ｆ２の鉛直方向成分が支配的である）。これに対して、引張荷重が作用した場合と同様に、節部２０を構成するコンクリート５０を鋼繊維コンクリート５１としたことにより、鋼繊維コンクリート５１の引張耐力によりせん断力ｆＳに抵抗することができ、節部２０及び拡径部３０にひび割れが発生するのを防止することができる。 Moreover, FIG. 5 is a figure which shows the stress which acts on the ground around the jointed pile 10 and the jointed pile 10 when an indentation load acts. As shown in the figure, when the indentation load acts on the section with the pile 10, over the entire surface of the section with pile 10, skin friction f 1 is acting upwardly parallel to the surface and, the ground reaction force f 3 acts on the lower side of the enlarged diameter portion 30, the inclined surface 23 of the lower section 30 Bearing force f 2 acts obliquely upward. Vertical component of Bearing forces f 2 and skin friction f 1 acting in this way the inclined portion 21, the boundary sections 20 and Kuijiku section 40, an upward shear along the plane indicated by the broken line in the figure It acts as a force f S (normally the vertical component of the support pressure f 2 is dominant). In contrast, as in the case where a tensile load is applied, by which the concrete 50 which constitutes the node portions 20 and the steel fiber concrete 51, to resist shear forces f S by a tensile strength of steel fiber concrete 51 It is possible to prevent cracks from occurring in the node portion 20 and the enlarged diameter portion 30.
以上説明したように、本実施形態の節付杭１０によれば、節部２０及び拡径部３０を構成するコンクリート５０を鋼繊維コンクリート５１とすることにより、引張耐力が向上されるため、節付杭１０に引抜荷重は押込荷重が作用した際に、節部２０や拡径部３０に発生するせん断力に抵抗することができる。これにより、節部２０や拡径部３０にひび割れ等が生じることを防止できる。 As described above, according to the jointed pile 10 of the present embodiment, the tensile strength is improved by using the steel fiber concrete 51 as the concrete 50 constituting the joint portion 20 and the expanded diameter portion 30. The pull-out load on the attached pile 10 can resist the shearing force generated at the node portion 20 and the enlarged diameter portion 30 when the indentation load is applied. Thereby, it can prevent that the crack etc. arise in the node part 20 or the enlarged diameter part 30. FIG.
なお、本実施形態では、節部２０及び拡径部３０を構成するコンクリート５０に鋼繊維コンクリート５１を用いることとしたが、これに限らず、炭素繊維コンクリートなど、繊維を混入することにより通常のコンクリートに比べて引張耐力が向上されているコンクリートであれば用いることができる。 In the present embodiment, the steel fiber concrete 51 is used for the concrete 50 constituting the node portion 20 and the expanded diameter portion 30. However, the present invention is not limited thereto, and a normal fiber fiber such as carbon fiber concrete may be mixed. Any concrete that has improved tensile strength compared to concrete can be used.
また、本実施形態では、節付杭１０の節部２０及び拡径部３０を構成するコンクリート５０のみを鋼繊維コンクリート５１とした場合について説明したが、これに限らず、節付杭１０を構成するコンクリート５０全体を鋼繊維コンクリート５１としてもよく、要するに、少なくとも節部２０及び拡径部３０を構成するコンクリート５０が鋼繊維コンクリート５１であればよい。 Moreover, although this embodiment demonstrated the case where only the concrete 50 which comprises the node part 20 and the diameter expansion part 30 of the node pile 10 was made into the steel fiber concrete 51, it is not restricted to this, and the node pile 10 is comprised. The entire concrete 50 to be performed may be the steel fiber concrete 51. In short, the concrete 50 constituting at least the node portion 20 and the expanded diameter portion 30 may be the steel fiber concrete 51.
また、本実施形態では、杭軸部が円柱状の節付杭に本発明を適用した場合について説明したが、これに限らず、図６に示すような、壁状に形成された壁部１０１と、壁部１０１の表面より突出するように節部１２０及び拡径部１３０が設けられた節付杭１１０に対しても本発明を適用することができる。このような場合においても、少なくとも節部１２０及び拡径部１３０にあたる部分のコンクリートを鋼繊維コンクリートとすればよい。 Moreover, in this embodiment, although the pile axial part demonstrated the case where this invention was applied to the columnar pile with a column, not only this but the wall part 101 formed in wall shape as shown in FIG. And this invention is applicable also to the pile 110 with a node in which the node part 120 and the enlarged diameter part 130 were provided so that it might protrude from the surface of the wall part 101. FIG. Even in such a case, the concrete corresponding to at least the node portion 120 and the expanded diameter portion 130 may be steel fiber concrete.
また、本実施形態では、節部２０、１２０及び拡径部３０、１３０を備えた節付杭１０、１１０に本発明を適用した場合について説明したが、これに限らず、節部２０、１２０及び拡径部３０、１３０の何れかのみを備えた節付杭や、複数の節部２０、１２０を備えた節付杭に対しても本発明を適用することができる。 Moreover, although this embodiment demonstrated the case where this invention was applied to the piles 10 and 110 with a node provided with the node parts 20 and 120 and the enlarged diameter parts 30 and 130, not only this but the node parts 20 and 120 In addition, the present invention can be applied to a knotted pile provided with only one of the enlarged diameter portions 30 and 130 and a knotted pile provided with a plurality of node portions 20 and 120.
１０、１１０ 節付杭
２０、１２０ 節部
２１ 傾斜部
２２ 鉛直部
２３ 傾斜部
３０、１３０ 拡径部
３１ 傾斜部
３２ 鉛直部
４０ 杭軸部
５０ 通常のコンクリート
５１ 鋼繊維コンクリート
６０ 鉄筋かご
７０ 掘削孔
１００ バケット
DESCRIPTION OF SYMBOLS 10,110 Node pile 20, 120 Node 21 Inclined part 22 Vertical part 23 Inclined part 30, 130 Expanded part 31 Inclined part 32 Vertical part 40 Pile shaft part 50 Normal concrete 51 Steel fiber concrete 60 Reinforcing bar cage 70 Drilling hole 100 buckets
Claims (4)
少なくとも前記節部を構成するコンクリートを、補強繊維が混入された繊維コンクリートとしたことを特徴とする節付杭 A pile with knots with one or more knots protruding from the surface of the pile body,
A pile with a knot characterized in that at least the concrete constituting the knot is a fiber concrete mixed with reinforcing fibers.
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| JP2007287556A JP2009114696A (en) | 2007-11-05 | 2007-11-05 | Knotted pile |
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| JP2007287556A JP2009114696A (en) | 2007-11-05 | 2007-11-05 | Knotted pile |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012167450A (en) * | 2011-02-10 | 2012-09-06 | Ohbayashi Corp | Pile structure and construction method of pile |
| JP2014134009A (en) * | 2013-01-09 | 2014-07-24 | Ohbayashi Corp | Creating method for solidified body, burying method for steel pipe pile using the same, and burying structure for steel pipe pile |
| JP2017020327A (en) * | 2015-05-28 | 2017-01-26 | 隆夫 中野 | Cast-in-place pile method |
| CN108385676A (en) * | 2018-03-16 | 2018-08-10 | 河海大学 | Precast concrete triangle compacted bearing disk pile |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0254019A (en) * | 1988-08-12 | 1990-02-23 | Takechi Koumushiyo:Kk | Reaming method and reaming knotted pile method and device therefor |
| JPH02108724A (en) * | 1988-10-14 | 1990-04-20 | Takechi Koumushiyo:Kk | Enlarged-dia. hole drilling method and enlarged-dia. knot piling method |
| JP2000144726A (en) * | 1998-11-05 | 2000-05-26 | Taisei Corp | Cast-in-place pile, underground wall and their constructing method |
| JP2002144726A (en) * | 2000-11-10 | 2002-05-22 | Dainippon Ink & Chem Inc | Reversible heat-sensitive recording medium and method for forming multi-color image using the same |
| JP2004060435A (en) * | 2002-06-05 | 2004-02-26 | Geotop Corp | Concrete knot pile |
| JP2006045780A (en) * | 2004-07-30 | 2006-02-16 | Ohbayashi Corp | Wall pile construction method and pile constructed by the method |
| JP2006322256A (en) * | 2005-05-20 | 2006-11-30 | Ohbayashi Corp | Calculation method of extraction resistance force of pile with node using bearing force and shearing force acting on inclined face of expanded diameter part, calculation method of pushing-in resistance force, design method of pile with node and pile with node |
-
2007
- 2007-11-05 JP JP2007287556A patent/JP2009114696A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0254019A (en) * | 1988-08-12 | 1990-02-23 | Takechi Koumushiyo:Kk | Reaming method and reaming knotted pile method and device therefor |
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| JP2004060435A (en) * | 2002-06-05 | 2004-02-26 | Geotop Corp | Concrete knot pile |
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