JP4503387B2 - Pile head joint structure and construction method - Google Patents

Pile head joint structure and construction method Download PDF

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JP4503387B2
JP4503387B2 JP2004223988A JP2004223988A JP4503387B2 JP 4503387 B2 JP4503387 B2 JP 4503387B2 JP 2004223988 A JP2004223988 A JP 2004223988A JP 2004223988 A JP2004223988 A JP 2004223988A JP 4503387 B2 JP4503387 B2 JP 4503387B2
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pile head
pile
steel pipe
diameter
joint structure
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JP2006045778A (en
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和彦 磯田
明 大槻
宏征 田中
洋一 小林
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Sumitomo Metal Industries Ltd
Shimizu Corp
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Sumitomo Metal Industries Ltd
Shimizu Corp
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本発明は、杭頭部の接合構造およびその施工方法に関する。   The present invention relates to a pile head joint structure and a construction method thereof.

従来より、コンクリート充填鋼管杭や鋼管杭と基礎梁とを接合する際の杭頭部の接合構造としては、例えば、杭頭部の内部にアンカー筋の一端を挿入して固定する内籠方式や、杭頭部の外周面にアンカー筋の一端を溶接するひげ筋方式がある。あるいは、杭頭部の外周面に装着されたカプラーにねじ鉄筋を固定するカプラー方式（特許文献１参照）や、杭頭部よりひと回り大きな外鋼管を杭頭部に巻装して杭頭部と外鋼管との間にコンクリートを充填するとともに、当該コンクリートにアンカー筋の一端を埋設する二重鋼管方式（特許文献２、３参照）が提案されている。
特公平３−５４７３６号公報 （第１−２頁、第５図） 特開平１１−１３１３９号公報 （第３−４頁、第１図） 特開２０００−２９７４７２号公報 （第２−３頁、第１図） Conventionally, as a joint structure of a pile head when joining a concrete-filled steel pipe pile or a steel pipe pile and a foundation beam, for example, an inner anchor method in which one end of an anchor bar is inserted and fixed inside the pile head, There is a whisker muscle method in which one end of an anchor bar is welded to the outer peripheral surface of the pile head. Alternatively, a coupler method (see Patent Document 1) for fixing screw reinforcing bars to a coupler mounted on the outer peripheral surface of the pile head, or an outer steel pipe that is slightly larger than the pile head is wound around the pile head and There has been proposed a double steel pipe system (see Patent Documents 2 and 3) in which concrete is filled between the outer steel pipe and one end of an anchor bar is embedded in the concrete.
Japanese Patent Publication No. 3-54736 (Page 1-2, Fig. 5) Japanese Patent Laid-Open No. 11-13139 (page 3-4, FIG. 1) JP 2000-297472 A (page 2-3, FIG. 1)

しかしながら、従来の杭頭部の接合構造では以下のような問題が存在する。
内籠方式では、杭頭部に大きな曲げモーメントが生じる場合に、アンカー筋が過密配筋となり、施工性に劣るという問題がある。しかも、アンカー筋が杭頭部の内部に配置されるため、曲げに対してアンカー筋の断面効率が悪く、杭頭固定時に生じる杭頭応力に対処できない場合が多い。
また、ひげ筋方式では、アンカー筋が杭頭部の外周面に溶接されるため、内籠方式と比較して断面効率が高いものの、現場での施工性や溶接品質に課題があるだけでなく、杭頭曲げ応力が大きくなると必要数のアンカー筋を配置しきれず、杭頭固定時の杭頭応力を処理できない場合がある。
さらに、カプラー方式では、現場溶接が不要でアンカー筋の取り付けが容易なことから施工性および品質ともに向上するものの、カプラーが高価なため工費が増大しやすい。また、杭頭曲げ応力が大きくなると必要数のアンカー筋を配置しきれず、杭頭固定時の杭頭応力を処理できない場合がある。
さらにまた、二重鋼管方式では、内籠方式やひげ筋方式あるいはカプラー方式と比較して、杭体の中立軸からアンカー筋までの距離が大幅には大きくならないため、アンカー筋の軸力負担はさほど軽減されない 。また 、アンカー筋を杭頭部 と外鋼管 との間の コンクリートに定着することから、定着長を確保するために外鋼管の長さが長くなり、コストアップの要因となり易いといった問題がある 。 However, the conventional pile head joint structure has the following problems.
In the inner saddle method, when a large bending moment is generated at the pile head, the anchor bars become overcrowded and there is a problem that the workability is inferior. In addition, since the anchor bars are arranged inside the pile head, the cross-section efficiency of the anchor bars is poor with respect to bending, and it is often impossible to cope with the pile head stress generated when the pile head is fixed.
In addition, in the beard muscle method, anchor bars are welded to the outer peripheral surface of the pile head, so the cross-sectional efficiency is higher compared to the inner collar method, but there are not only problems with workability and welding quality on site. When the pile head bending stress increases, the necessary number of anchor bars cannot be arranged, and the pile head stress at the time of fixing the pile head may not be processed.
Further, in the coupler method, on-site welding is not required and anchor bars can be easily attached, so that both workability and quality are improved. However, since the coupler is expensive, the construction cost is likely to increase. Moreover, when pile head bending stress becomes large, a required number of anchor bars cannot be arranged, and pile head stress at the time of pile head fixation may not be processed.
Furthermore, in the double steel pipe method, the distance from the neutral axis of the pile body to the anchor bar is not significantly increased compared to the inner rod method, the whiskers method or the coupler method. Not much reduced. In addition, since anchor bars are anchored to the concrete between the pile head and the outer steel pipe, there is a problem that the length of the outer steel pipe becomes long in order to secure the anchoring length, which tends to increase costs.

本発明は、上述する問題点に鑑みてなされたもので、 施工性および品質 が向上し、且つ、工期短縮とコストダウンが図れる杭頭部の接合構造およびその施工方法を提供することを目的とする。   The present invention has been made in view of the above-described problems, and it is an object of the present invention to provide a pile head joint structure that improves workability and quality, shortens the work period, and reduces the cost, and a construction method thereof. To do.

上記目的を達成するため、本発明に係る杭頭部の接合構造では、鋼管杭または鋼管が巻装された杭を構造物の基礎（フーチングまたは基礎梁）に接合するための杭頭部の接合構造であって、前記杭頭部を囲繞する外鋼管と、当該外鋼管と前記杭頭部との間隙を閉塞するように当該間隙の上端面および下端面にそれぞれ設置される上スチフナーおよび下スチフナーとからなり、前記基礎に埋設される複数のアンカー筋を外周部に備える拡径部材が、前記杭頭部に環装されたリング部材上に載置されて、前記上スチフナーが杭周にわたる溶接により前記杭頭部に固定されるとともに、前記外鋼管と前記杭頭部との間隙には充填材が充填されており、前記拡径部材の幅は杭径の１．５〜２倍であり、該拡径部材と杭とのラップ長は杭径の０．５〜１倍であることを特徴とする。
本発明では、外鋼管と上スチフナーおよび下スチフナーによって杭頭部の周りに形成される閉鎖空間が充填材の体積変化を防止し、鋼材と充填材が一体となって杭からの力を外鋼管に伝達することができる。 In order to achieve the above object, in the pile head joint structure according to the present invention, a pile head joint for joining a steel pipe pile or a pile around which a steel pipe is wound to a foundation (footing or foundation beam) of a structure. An outer steel pipe surrounding the pile head, and an upper stiffener and a lower stiffener respectively installed on the upper end surface and the lower end surface of the gap so as to close the gap between the outer steel pipe and the pile head A diameter-expanding member having a plurality of anchor bars embedded in the foundation at the outer peripheral portion is placed on a ring member mounted on the pile head, and the upper stiffener is welded over the circumference of the pile. is fixed to the pile head, the the gap between the pile head and the outer steel pipe is filled with filling material, the width of the enlarged diameter member is 1.5 to 2 times the pile diameter The wrap length between the expanded member and the pile is 0.5 to 1 of the pile diameter. And characterized in that.
In the present invention, the closed space formed around the pile head by the outer steel pipe, the upper stiffener, and the lower stiffener prevents the volume change of the filler, and the steel and the filler are integrated to apply the force from the pile to the outer steel pipe. Can be communicated to.

本発明によれば、拡径部材が杭頭部に環装されたリング部材上に載置されて、上スチフナーが杭頭部に固定される構造であるため、 施工性および品質 が向上するうえ、施工時間も短縮される。
また、本発明によれば、杭頭部を外鋼管が囲繞しているので、杭頭位置の施工誤差を外鋼管が吸収し、スチフナーを調整することで容易に正規の位置に基礎を施工することができる。
さらに、本発明によれば、拡径部材の外周部にアンカー筋を配設するので、 従来のひげ筋方式や内籠方式と比較して、 アンカー筋 の配置径を大きくすることができ 、しかも、 その大きさを 外鋼管の断面径によって自在に調整できるため、過密配筋を解消することが できる。これにより、杭頭部の曲げ耐力や引抜き耐力を容易に増大することができ、無理なく杭頭部の接合構造の高耐力化を図ることが可能となる。 According to the present invention, since the diameter expanding member is mounted on the ring member mounted on the pile head and the upper stiffener is fixed to the pile head, the workability and quality are improved. Construction time is also shortened.
According to the present invention, since the outer steel pipe surrounds the pile head, the outer steel pipe absorbs the construction error of the pile head position, and the foundation is easily constructed at the regular position by adjusting the stiffener. be able to.
Furthermore, according to the present invention, since the anchor bars are disposed on the outer peripheral portion of the diameter-expanding member, it is possible to increase the arrangement diameter of the anchor bars as compared with the conventional whiskers method or the inner collar method. The size can be adjusted freely according to the cross-sectional diameter of the outer steel pipe, so overcrowding can be eliminated. As a result, the bending strength and the pulling strength of the pile head can be easily increased, and the strength of the joint structure of the pile head can be increased without difficulty.

また、本発明に係る杭頭部の接合構造では、前記外鋼管は角形鋼管でもよい。
本発明では、外鋼管を角形鋼管とすることにより、直交する水平２方向にアンカー筋を配置することができるので、アンカー筋と基礎の鉄筋との干渉が無くなり、施工性が極めて良くなる。 In the pile head joint structure according to the present invention, the outer steel pipe may be a square steel pipe.
In the present invention, since the outer steel pipe is a square steel pipe, the anchor bars can be arranged in two orthogonal horizontal directions, so that the interference between the anchor bars and the foundation reinforcing bars is eliminated, and the workability is extremely improved.

また、本発明に係る杭頭部の接合構造では、前記杭頭部に面する側の前記下スチフナーの端面に板面を垂直にした垂直プレートが固着され、前記拡径部材が前記垂直プレートを介して前記リング部材上に載置されてもよい。
本発明では、杭頭部に面する側の下スチフナーの端面に垂直プレートを固着することにより、下スチフナーと杭頭部間の充填材に生じる支圧応力度を緩和することができる。 Further, in the pile head joint structure according to the present invention, a vertical plate having a plate surface perpendicular to the end surface of the lower stiffener facing the pile head is fixed, and the diameter increasing member is attached to the vertical plate. It may be mounted on the ring member.
In the present invention, by supporting the vertical plate to the end face of the lower stiffener facing the pile head, the bearing stress generated in the filler between the lower stiffener and the pile head can be relaxed.

また、本発明に係る杭頭接合部の施工方法では、上記の接合構造を有する杭頭部の施工方法であって、前記外鋼管の一方の端面に前記上スチフナーを取り付けるとともに他方の端面に前記下スチフナーを取り付けて、幅が杭径の１．５〜２倍であり、杭とのラップ長が杭径の０．５〜１倍となる拡径部材を形成する第一の工程と、杭頭部にリング部材を環装する第二の工程と、前記拡径部材を前記杭頭部に建て込んだ後、前記上スチフナーを杭周にわたる溶接により前記杭頭部に固定する第三の工程と、前記外鋼管と前記杭頭部との間隙に充填材を充填する第四の工程とを備えることを特徴とする。
本発明では、拡径部材を予め工場等で製作しておくことができるので、安定した品質を低コストで実現することができる。しかも、特別な技量や工具も不要なため、施工時間を短縮することができる。 Moreover, in the construction method of the pile head joint part which concerns on this invention, it is the construction method of the pile head which has said joining structure, Comprising: The said upper stiffener is attached to one end surface of the said outer steel pipe, and said other end surface is mentioned above. A first step of attaching a lower stiffener and forming an expanded member whose width is 1.5 to 2 times the pile diameter and whose wrap length with the pile is 0.5 to 1 times the pile diameter; A second step of mounting a ring member on the head, and a third step of fixing the upper stiffener to the pile head by welding over the circumference of the pile after the enlarged member is built in the pile head. And a fourth step of filling the gap between the outer steel pipe and the pile head with a filler.
In the present invention, since the diameter-expanding member can be manufactured in advance in a factory or the like, stable quality can be realized at low cost. Moreover, since no special skills or tools are required, the construction time can be shortened.

また、本発明に係る杭頭接合部の施工方法では、前記第一の工程において、前記拡径部材の外周部にアンカー筋を予め配設しておいてもよい。
これにより、アンカー筋を現場溶接する必要がないので、さらに安定した品質を低コストで実現することができる。 Moreover, in the construction method of the pile head junction part which concerns on this invention, in the said 1st process, you may arrange | position an anchor reinforcement in the outer peripheral part of the said diameter expansion member previously.
Thereby, since it is not necessary to weld the anchor bars in the field, more stable quality can be realized at low cost.

本発明によれば、拡径部材が杭頭部に環装されたリング部材上に載置されて、上スチフナーが杭頭部に固定される構造であるため、 施工性および品質 が向上するうえ、施工時間も短縮される。
また、本発明によれば、外鋼管を角形鋼管とすることにより、直交する水平２方向にアンカー筋を配置することができるので、アンカー筋と基礎梁の鉄筋との干渉が無くなり、施工性が極めて良くなる。
さらに、本発明によれば、拡径部材を予め工場等で製作しておくことができるので、安定した品質を低コストで実現することができる。しかも、特別な技量や工具も不要なため、施工時間を短縮することができる。 According to the present invention, since the diameter expanding member is mounted on the ring member mounted on the pile head and the upper stiffener is fixed to the pile head, the workability and quality are improved. Construction time is also shortened.
Further, according to the present invention, since the outer steel pipe is a square steel pipe, the anchor bars can be arranged in two orthogonal horizontal directions, so there is no interference between the anchor bars and the reinforcing bars of the foundation beam, and the workability is improved. Become very good.
Furthermore, according to the present invention, since the diameter-expanding member can be manufactured in advance in a factory or the like, stable quality can be realized at low cost. Moreover, since no special skills or tools are required, the construction time can be shortened.

以下、本発明に係る杭頭部の接合構造の実施形態について図面に基いて説明する。
［杭頭部の接合構造］
図１は、本発明に係る杭頭部の接合構造の実施形態の一例を示す斜視図である。また、図２は、その立断面図および平面図である。
本発明に係る杭頭部の接合構造では、鋼管杭、ＳＣ杭（鋼管で被覆した既製コンクリート杭）、コンクリート充填鋼管杭など外周部が鋼管からなる杭１を対象とし、杭頭部２を囲繞する平面視角形の外鋼管４と、外鋼管４と杭頭部２との間隙を閉塞するように当該間隙の上端面および下端面にそれぞれ設置される上スチフナー５および下スチフナー６とからなる拡径部材３が、杭頭部２に環装されたリング状のリング部材８上に載置され、上スチフナー５は杭頭部２に溶接されている。
また、外鋼管４の上部外周面には、基礎梁１１に埋設される複数のアンカー筋７…が所定の間隔をおいて溶接されている。一方、外鋼管４と杭頭部２との間隙には、コンクリート、ソイルモルタル、モルタル等からなる充填材１０が充填されている。 DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments of a pile head joint structure according to the present invention will be described with reference to the drawings.
[Pile head joint structure]
FIG. 1 is a perspective view showing an example of an embodiment of a pile head joint structure according to the present invention. FIG. 2 is an elevational sectional view and a plan view thereof.
In the pile head joint structure according to the present invention, the pile head 2 is surrounded by a steel pipe pile, an SC pile (a prefabricated concrete pile covered with a steel pipe), a pile 1 having a peripheral portion made of a steel pipe, such as a concrete-filled steel pipe pile. And an upper stiffener 5 and a lower stiffener 6 respectively installed on the upper end surface and the lower end surface of the gap so as to close the gap between the outer steel pipe 4 and the pile head 2. The diameter member 3 is placed on a ring-shaped ring member 8 mounted on the pile head 2, and the upper stiffener 5 is welded to the pile head 2.
A plurality of anchor bars 7 embedded in the foundation beam 11 are welded to the upper outer peripheral surface of the outer steel pipe 4 at a predetermined interval. On the other hand, the gap between the outer steel pipe 4 and the pile head 2 is filled with a filler 10 made of concrete, soil mortar, mortar or the like.

拡径部材３（外鋼管４）の幅は杭径Ｄの１．５〜２倍とする。また、拡径部材３（外鋼管４）と杭頭部２とのラップ長Ｌは、従来工法の半分以下のラップ長Ｌでよく、杭径Ｄの０．５〜１倍とする。これにより杭頭剛接合が可能であり（実験により確認済み）、材料および掘削土量を大幅に低減させることができる。しかも、基礎梁１１の下端から拡径部材３を設置するので掘削土量が大幅に低減し、施工性が向上するとともに工期短縮とコストダウンが図れる。 The width of the enlarged diameter member 3 (the outer steel pipe 4) is 1.5 to 2 times the pile diameter D. Moreover, the lap length L of the diameter-expanding member 3 (outer steel pipe 4) and the pile head 2 may be a lap length L that is not more than half that of the conventional method, and is 0.5 to 1 times the pile diameter D. As a result, the pile head can be rigidly connected (confirmed by experiments), and the amount of material and excavated soil can be greatly reduced. Moreover, since the diameter-expanding member 3 is installed from the lower end of the foundation beam 11, the amount of excavated soil is greatly reduced, the workability is improved, and the work period is shortened and the cost is reduced.

上スチフナー５および下スチフナー６は方形状の鋼板からなり、その中央部には杭頭部２が貫通できるような穴が形成されている。また、上スチフナー５の四隅には充填孔５ａが設けられており、充填孔５ａを利用して充填材１０を充填できるようになっている。
なお、杭１と地山の間を周辺固定液で埋める場合には、Φ５０程度の注入管を二箇所貫通させるための孔（図示省略）を上スチフナー５および下スチフナー６にそれぞれ設けるものとする。但し、注入管は施工法によっては無くともよい。 The upper stiffener 5 and the lower stiffener 6 are made of a rectangular steel plate, and a hole through which the pile head 2 can penetrate is formed in the center. In addition, filling holes 5a are provided at the four corners of the upper stiffener 5, and the filling material 10 can be filled using the filling holes 5a.
When the space between the pile 1 and the natural ground is filled with the peripheral fixing liquid, holes (not shown) for penetrating the injection pipe having a diameter of about 50 are provided in the upper stiffener 5 and the lower stiffener 6 respectively. . However, the injection tube may be omitted depending on the construction method.

図３は、下スチフナー６をリング部材８上に載置する方式について示したものであり、２通りの方式がある。
図３（ａ）に示す方式では、杭頭部２に面する側の下スチフナー６の端面に、板面を垂直にした垂直プレート９が溶接等により固着され、拡径部材３は垂直プレート９を介してリング部材８上に載置される。そして、この方式によれば、下スチフナー６と杭頭部２間の充填材１０ａに生じる支圧応力度を緩和することができる。
一方、図３（ｂ）に示す方式では、下スチフナー６をリング部材８上に直接載置するものである。
なお、上スチフナー５と杭頭部２との接合は、杭周にわたる現場溶接とする。 FIG. 3 shows a method of placing the lower stiffener 6 on the ring member 8, and there are two methods.
In the method shown in FIG. 3 (a), a vertical plate 9 having a vertical plate surface is fixed to the end surface of the lower stiffener 6 facing the pile head 2 by welding or the like, and the diameter-expanding member 3 is the vertical plate 9 It is mounted on the ring member 8 via. And according to this system, the bearing stress degree which arises in the filler 10a between the lower stiffener 6 and the pile head 2 can be relieved.
On the other hand, in the method shown in FIG. 3 (b), the lower stiffener 6 is directly placed on the ring member 8.
In addition, joining of the upper stiffener 5 and the pile head 2 shall be field welding over a pile periphery.

リング部材８を杭頭部２に溶接する際の溶接箇所は、埋め込み杭の場合は、工場で予めリング部材８を所定高さに先付け溶接できるので、リング部材８の上端Ｗ２または下端Ｗ１のいずれでもよいが、打ち込み杭の場合は、現場溶接となるので作業性を考慮して、リング部材８の上端Ｗ２とする。
また、リング部材８は、必ずしも一体物である必要はなく、円弧状の鋼材を杭頭部２の外周面に複数溶接してリング状に形成してもよい。 When the ring member 8 is welded to the pile head 2, in the case of an embedded pile, the ring member 8 can be pre-welded to a predetermined height at the factory, so the upper end W 2 or the lower end W 1 of the ring member 8. It may be any of, in the case of driving piles, since the field welding in consideration of workability, the upper end W 2 of the ring member 8.
Moreover, the ring member 8 does not necessarily need to be a single body, and a plurality of arc-shaped steel materials may be welded to the outer peripheral surface of the pile head 2 to form a ring shape.

上記の実施形態では、アンカー筋の基端部を外鋼管の上部外周面に直接溶接する方法を示したが、図４は他のアンカー筋取付け方法を示したものである。
図４（ａ）は、雌ねじが形成されたカプラー１８を予め工場で外鋼管４の上部外周面に溶接しておき、基端部に雄ねじ部が形成されたアンカー筋１７をカプラー１８に螺挿するものである。これにより、杭１施工時にアンカー筋１７が無いため中掘り工法では工事が容易になるし、杭頭斫り時にアンカー筋１７が無いため施工能率が向上する。
一方、図４（ｂ）は、アンカー筋としてパイルスタッド（登録商標）２７を用い、上スチフナー５にスタッド溶接するものである。
また、アンカー筋７、１７、２７としては、通常の鉄筋を用いる他に、先端に拡径部を有するＴヘッドバーや定着プレートを鉄筋の先端に溶接等で固着したアンカー筋を用いることにより定着強度を増大させ、アンカー長を短くすることができる。 In the above embodiment, the method of directly welding the base end portion of the anchor bar to the upper outer peripheral surface of the outer steel pipe is shown, but FIG. 4 shows another anchor bar mounting method.
FIG. 4A shows that a coupler 18 having a female thread is welded to the upper outer peripheral surface of the outer steel pipe 4 in advance at a factory, and an anchor bar 17 having a male thread portion formed at the base end is screwed into the coupler 18. To do. Thereby, since there is no anchor reinforcement 17 at the time of pile 1 construction, construction becomes easy in the medium digging method, and since there is no anchor reinforcement 17 at the time of pile heading, construction efficiency improves.
On the other hand, FIG. 4B shows a case where a pile stud (registered trademark) 27 is used as an anchor bar and stud-welded to the upper stiffener 5.
Further, as the anchor bars 7, 17, and 27, in addition to using normal reinforcing bars, fixing is performed by using anchor bars in which a T head bar having a diameter-expanded portion at the tip or a fixing plate is fixed to the tip of the reinforcing bar by welding or the like. The strength can be increased and the anchor length can be shortened.

図５は、本発明に係る杭頭部の接合構造の他の実施形態を示す平面図である。
本実施形態では、円筒状の外鋼管１４を使用するとともに、上スチフナー１５は一体物ではなく、扇形状の鋼板を外鋼管１４と杭頭部２との間隙を覆うように当該間隙の上端面に配置している。そして、鋼板間の隙間を利用して充填孔５ａを形成している。 FIG. 5 is a plan view showing another embodiment of a pile head joint structure according to the present invention.
In the present embodiment, a cylindrical outer steel pipe 14 is used, and the upper stiffener 15 is not a single body, but a fan-shaped steel plate is covered with an upper end surface of the gap so as to cover the gap between the outer steel pipe 14 and the pile head 2. Is arranged. And the filling hole 5a is formed using the clearance gap between steel plates.

本実施形態による杭頭部の接合構造では、拡径部材３、１３が杭頭部２に環装されたリング部材８上に載置されて、上スチフナー５が杭頭部２に溶接される構造であるため、溶接が容易で 施工性および品質 が向上するうえ、溶接箇所も少なく施工時間が短縮される。
また、本実施形態による杭頭部の接合構造では、杭頭部２を外鋼管４、１４が囲繞しているので、上スチフナー５の穴の位置を調整することにより、杭頭位置の施工誤差を外鋼管４、１４が吸収し、容易に正規の位置に基礎梁１１を施工することができる。
さらに、本実施形態による杭頭部の接合構造では、外鋼管３を角形鋼管とすることにより、直交する水平２方向にアンカー筋７を配置することができるので、アンカー筋７と基礎梁１１の鉄筋１１ａとの干渉が無くなり、施工性が極めて良くなる（図２（ｂ）参照）。
加えて、本実施形態による杭頭部の接合構造では、拡径部材３、１３の外周部にアンカー筋７、１７、２７を配設するので、 従来のひげ筋方式や内籠方式と比較して、 アンカー筋７、１７、２７ の配置径を大きくすることができ 、しかも、 その大きさを 外鋼管４、１４ の断面径によって自在に調整できるため、過密配筋を解消することが できる。これにより、杭頭部２ の曲げ耐力や引抜き耐力を容易に増大することができ、無理なく杭頭部の接合構造の高耐力化を図ることが可能となる。その結果、杭頭接合部の損傷が無く、杭体に降伏部位を発生させる杭頭構造とすることができる。即ち、靭性指向の杭に最適な接合構造であり、細径の杭を採用して合理的な杭設計が可能となる。 In the pile head joint structure according to the present embodiment, the diameter-expanding members 3 and 13 are placed on the ring member 8 mounted on the pile head 2, and the upper stiffener 5 is welded to the pile head 2. Due to the structure, welding is easy and the workability and quality are improved. In addition, the number of welds is small and the construction time is shortened.
Moreover, in the pile head joint structure according to this embodiment, since the outer steel pipes 4 and 14 surround the pile head 2, the construction error of the pile head position can be achieved by adjusting the position of the hole of the upper stiffener 5. Is absorbed by the outer steel pipes 4 and 14, and the foundation beam 11 can be easily constructed at a normal position.
Furthermore, in the pile head joint structure according to the present embodiment, since the outer steel pipe 3 is a square steel pipe, the anchor bars 7 can be arranged in two orthogonal horizontal directions. Interference with the reinforcing bar 11a is eliminated, and the workability is extremely improved (see FIG. 2B).
In addition, in the pile head joint structure according to this embodiment, the anchor bars 7, 17, and 27 are disposed on the outer peripheral portion of the diameter-expanding members 3 and 13, which is compared with the conventional beard muscle system and the inner collar system. In addition, the arrangement diameter of the anchor bars 7, 17, 27 can be increased, and the size can be freely adjusted by the cross-sectional diameter of the outer steel pipes 4, 14, so that the overcrowded bar arrangement can be eliminated. As a result, the bending strength and the pulling strength of the pile head 2 can be easily increased, and the strength of the joint structure of the pile head can be increased without difficulty. As a result, there is no damage to the pile head joint, and a pile head structure that generates a yield site in the pile body can be obtained. In other words, it is an optimum joint structure for a tough-oriented pile, and a rational pile design is possible by adopting a thin pile.

［杭頭接合部の施工方法］
次に、本発明に係る杭頭接合部の施工方法について説明する。
図６は、本発明に係る杭頭接合部の施工方法を順を追って示したものである。
先ず、予め工場や現場で、外鋼管４の一方の端面に上スチフナー５を溶接するとともに他方の端面に下スチフナー６を溶接して拡径部材３を製作し、さらに拡径部材３の外周部にアンカー筋７…を溶接等により固着しておく（図６（ａ）参照）。
一方、杭頭部２の外周面にはリング部材８を溶接する（図６（ｂ）参照）。
次いで、杭頭部２にリング部材８が環装された杭１を地盤に打設した後、杭頭から所定の深さまで杭頭部２の周囲Ｒを掘削する（図６（ｃ）参照）。
そして、杭頭部２と拡径部材３がラップする部分について杭頭部２の外周面を清掃し、拡径部材３を杭頭部２に建て込んだ後、上スチフナー５を杭頭部２に溶接して固定する（図６（ｄ）参照）。この際、拡径部材３内に土等の異物が入らないように、パテやテープ等で養生して充填孔５ａを塞いでおく。
その後、杭頭部２の周囲Ｒを埋め戻し、充填材１０を充填孔５ａより拡径部材３内に充填した後、拡径部材３上に基礎梁１１を構築する（図６（ｅ）参照）。 [Pile head joint construction method]
Next, the construction method of the pile head joint part concerning this invention is demonstrated.
FIG. 6 shows the construction method of the pile head joint according to the present invention in order.
First, in the factory or on site, the upper stiffener 5 is welded to one end face of the outer steel pipe 4 and the lower stiffener 6 is welded to the other end face to produce the diameter-expanding member 3. The anchor bars 7 are fixed to each other by welding or the like (see FIG. 6A).
On the other hand, the ring member 8 is welded to the outer peripheral surface of the pile head 2 (see FIG. 6B).
Next, after placing the pile 1 in which the ring member 8 is mounted on the pile head 2 on the ground, the periphery R of the pile head 2 is excavated from the pile head to a predetermined depth (see FIG. 6C). .
And after cleaning the outer peripheral surface of the pile head 2 about the part which the pile head 2 and the diameter expansion member 3 wrap, and building the diameter expansion member 3 in the pile head 2, the upper stiffener 5 is pile head 2 (See FIG. 6 (d)). At this time, the filling hole 5a is closed by curing with a putty, a tape or the like so that foreign matter such as soil does not enter the expanded member 3.
Thereafter, the periphery R of the pile head 2 is backfilled, and the filler 10 is filled into the expanded member 3 from the filling hole 5a, and then the foundation beam 11 is constructed on the expanded member 3 (see FIG. 6 (e)). ).

本実施形態による杭頭接合部の施工方法では、拡径部材３を予め工場等で製作しておくことができるうえ、アンカー筋７も現場溶接する必要がないので、安定した品質を低コストで実現することができる。しかも、特別な技量や工具も不要なため、施工時間を短縮することができる。   In the construction method of the pile head joint portion according to the present embodiment, the diameter-expanding member 3 can be manufactured in advance at a factory or the like, and the anchor bar 7 does not need to be welded on-site, so stable quality can be achieved at low cost. Can be realized. Moreover, since no special skills or tools are required, the construction time can be shortened.

なお、地下の無い建物などでは、予め杭頭部２に拡径部材３を一体に取り付けた後に杭１を施工する手順とすることもできる。この場合は、地盤面を拡径部材３の下端まで露頭させてから杭工事を行うことで、杭孔の掘削には拡径部材３は関与しなくなる。また、拡頭杭を施工する要領で施工してもよい。   In a building without a basement or the like, a procedure for constructing the pile 1 after the diameter expanding member 3 is integrally attached to the pile head 2 in advance can be used. In this case, the diameter expanding member 3 does not participate in excavation of the pile hole by performing the pile work after the ground surface is exposed to the lower end of the diameter expanding member 3. Moreover, you may construct in the way of constructing a head pile.

以上、本発明に係る杭頭部の接合構造およびその施工方法の実施形態について説明したが、本発明は上記の実施形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。例えば、上記杭頭接合部の施工方法では、予 めアンカー筋 を拡径部材に配設 しておく構成としているが必ずしもこれにこだわるものではなく、作業性や品質管理等必要に応じて、アンカー筋 のない拡径部材が一体に取り付けられた杭を打設 し、基礎底面の掘削後にアンカー筋 を拡径部材の所定位置に溶接やカプラー等の固着手段により配設 してもよ い。   As mentioned above, although the embodiment of the pile head joint structure and its construction method according to the present invention has been described, the present invention is not limited to the above embodiment, and can be appropriately changed without departing from the spirit thereof. is there. For example, in the construction method of the above-mentioned pile head joint, the anchor bar is arranged in advance on the diameter-expanded member, but this is not necessarily limited to this. It is also possible to place a pile with an expanded member without a bar integrally attached, and after excavating the bottom surface of the foundation, the anchor bar may be arranged at a predetermined position of the expanded member by means of fixing such as welding or a coupler.

本発明に係る杭頭部の接合構造の実施形態の一例を示す斜視図である。It is a perspective view which shows an example of embodiment of the joining structure of the pile head which concerns on this invention. 同、（ａ）は立断面図、（ｂ）は平面図である。(A) is an elevation sectional view and (b) is a plan view. 同、下スチフナーをリング部材上に載置する方式を示す部分詳細図である。It is a partial detail drawing which shows the system which mounts a lower stiffener on a ring member similarly. 同、アンカー筋の取り付け方法を示す概略図である。It is the schematic which shows the attachment method of an anchor muscle similarly. 本発明に係る杭頭部の接合構造の他の実施形態を示す平面図である。It is a top view which shows other embodiment of the joining structure of the pile head which concerns on this invention. 本発明に係る杭頭接合部の施工方法を示す立断面図である。It is an elevation sectional view showing a construction method of a pile head junction concerning the present invention.

符号の説明Explanation of symbols

１ 杭
２ 杭頭部
３、１３ 拡径部材
４、１４ 外鋼管
５ 上スチフナー
６ 下スチフナー
７、１７、２７ アンカー筋
８ リング部材
９ 垂直プレート
１０ 充填材
１１ 基礎梁
１８ カプラー DESCRIPTION OF SYMBOLS 1 Pile 2 Pile head 3, 13 Expanded member 4, 14 Outer steel pipe 5 Upper stiffener 6 Lower stiffener 7, 17, 27 Anchor bar 8 Ring member 9 Vertical plate 10 Filler 11 Foundation beam 18 Coupler

Claims (5)

鋼管杭または鋼管が巻装された杭を構造物の基礎に接合するための杭頭部の接合構造であって、
前記杭頭部を囲繞する外鋼管と、当該外鋼管と前記杭頭部との間隙を閉塞するように当該間隙の上端面および下端面にそれぞれ設置される上スチフナーおよび下スチフナーとからなり、前記基礎に埋設される複数のアンカー筋を外周部に備える拡径部材が、前記杭頭部に環装されたリング部材上に載置されて、前記上スチフナーが前記杭頭部に杭周にわたる溶接により固定されるとともに、前記外鋼管と前記杭頭部との間隙には充填材が充填されており、前記拡径部材の幅は杭径の１．５〜２倍であり、該拡径部材と杭とのラップ長は杭径の０．５〜１倍であることを特徴とする杭頭部の接合構造。 A pile head joint structure for joining a steel pipe pile or a pile wrapped with a steel pipe to the foundation of a structure,
The outer steel pipe surrounding the pile head, and an upper stiffener and a lower stiffener respectively installed on the upper end surface and the lower end surface of the gap so as to close the gap between the outer steel pipe and the pile head, A diameter-expanding member having a plurality of anchor bars embedded in the foundation at the outer peripheral portion is placed on a ring member that is wrapped around the pile head, and the upper stiffener is welded over the pile head to the pile head is fixed by, the gap between the pile head and the outer steel pipe is filled with filling material, the width of the enlarged diameter member is 1.5 to 2 times the pile diameter, the enlarged diameter member The pile head joint structure is characterized in that the lap length between the pile and the pile is 0.5 to 1 times the pile diameter. 前記外鋼管は、角形鋼管であることを特徴とする請求項１に記載の杭頭部の接合構造。   2. The pile head joint structure according to claim 1, wherein the outer steel pipe is a square steel pipe. 前記杭頭部に面する側の前記下スチフナーの端面に板面を垂直にした垂直プレートが固着され、前記拡径部材が前記垂直プレートを介して前記リング部材上に載置されていることを特徴とする請求項１または２に記載の杭頭部の接合構造。   A vertical plate having a plate surface perpendicular to the end surface of the lower stiffener facing the pile head is fixed, and the diameter-expanding member is placed on the ring member via the vertical plate. The pile head joint structure according to claim 1 or 2, characterized in that 請求項１乃至３のいずれかに記載の接合構造を有する杭頭部の施工方法であって、
前記外鋼管の一方の端面に前記上スチフナーを取り付けるとともに他方の端面に前記下スチフナーを取り付けて、幅が杭径の１．５〜２倍であり、杭とのラップ長が杭径の０．５〜１倍となる拡径部材を形成する第一の工程と、
杭頭部にリング部材を環装する第二の工程と、
前記拡径部材を前記杭頭部に建て込んだ後、前記上スチフナーを杭周にわたる溶接により前記杭頭部に固定する第三の工程と、
前記外鋼管と前記杭頭部との間隙に充填材を充填する第四の工程とを備えることを特徴とする杭頭接合部の施工方法。 A construction method of a pile head having the joint structure according to any one of claims 1 to 3,
The upper stiffener is attached to one end face of the outer steel pipe and the lower stiffener is attached to the other end face . The width is 1.5 to 2 times the pile diameter, and the lap length with the pile is 0. A first step of forming a diameter-enlarged member of 5 to 1 time;
A second step of mounting the ring member on the pile head;
A third step of fixing the upper stiffener to the pile head by welding over the circumference of the pile after the diameter expanding member is built into the pile head;
A method for constructing a pile head joint, comprising: a fourth step of filling a filler in a gap between the outer steel pipe and the pile head. 前記第一の工程において、
前記拡径部材の外周部にアンカー筋を配設することを特徴とする請求項４に記載の杭頭接合部の施工方法。 In the first step,
The construction method of the pile head joint part according to claim 4, wherein anchor bars are disposed on an outer peripheral part of the diameter-expanding member.
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JP4799368B2 (en) * 2006-10-30 2011-10-26 清水建設株式会社 Pile head joint structure and construction method
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CN103590397B (en) * 2012-08-13 2016-03-30 上海中技桩业股份有限公司 A kind of partial prestressing part non-prestressed concrete hollow square pile
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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS52105609A (en) * 1976-03-03 1977-09-05 Nishimatsu Constr Co Ltd Method of joining preecast concrete member and pile
JPH0379350U (en) * 1989-12-06 1991-08-13
JPH04124321A (en) * 1990-09-13 1992-04-24 Taisei Corp Rigid joining of pile
JPH11140887A (en) * 1997-11-07 1999-05-25 Katashi Sendai Method for anchoring foundation pile to foundation and pile anchor therefor
JP2002061176A (en) * 2000-08-22 2002-02-28 Nippon Steel Corp Base isolation pile and its work execution method
JP2004143878A (en) * 2002-10-28 2004-05-20 So Service:Kk Construction method for joining foundation pile and column together and metal joint for joining

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS52105609A (en) * 1976-03-03 1977-09-05 Nishimatsu Constr Co Ltd Method of joining preecast concrete member and pile
JPH0379350U (en) * 1989-12-06 1991-08-13
JPH04124321A (en) * 1990-09-13 1992-04-24 Taisei Corp Rigid joining of pile
JPH11140887A (en) * 1997-11-07 1999-05-25 Katashi Sendai Method for anchoring foundation pile to foundation and pile anchor therefor
JP2002061176A (en) * 2000-08-22 2002-02-28 Nippon Steel Corp Base isolation pile and its work execution method
JP2004143878A (en) * 2002-10-28 2004-05-20 So Service:Kk Construction method for joining foundation pile and column together and metal joint for joining

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