JP2010248734A - Bridge pier foundation structure - Google Patents

Bridge pier foundation structure Download PDF

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JP2010248734A
JP2010248734A JP2009097228A JP2009097228A JP2010248734A JP 2010248734 A JP2010248734 A JP 2010248734A JP 2009097228 A JP2009097228 A JP 2009097228A JP 2009097228 A JP2009097228 A JP 2009097228A JP 2010248734 A JP2010248734 A JP 2010248734A
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pile
sheet pile
joint
pipe
tube
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JP5439918B2 (en
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Masahiro Hayashi
Yasushi Hayashido
Katsuyoshi Nakanishi
Yoshitake Oka
Hiroya Okubo
克佳 中西
浩弥 大久保
由剛 岡
正宏 林
靖史 林堂
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Jfe Steel Corp
Jfeスチール株式会社
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a bridge pier foundation structure with excellent constructibility, which exerts a sufficient resisting force during earthquakes, and which can prevent an increase in the material cost of a pile etc. and the upsizing of the foundation structure. <P>SOLUTION: This bridge pier foundation structure 1 for being joined to a bridge pier 3 includes: the plurality of piles 5 which are constructed at predetermined spacings; an outer pipe 9, the lateral surface of which has a joint 7, and which is installed on each of the piles 5 in such a manner as to cover a pile head 5a of the pile 5; and a sheet pile 13 which has a joint 11 for being suitable for the joint 7 of the outer pipe 9. The joint of the sheet pile 13 is suitable for that of the outer pipe 9; and the outer pipes are connected to each other by means of the sheet pile. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

本発明は、道路や鉄道などの橋脚の基礎構造に関するものである。   The present invention relates to a foundation structure of a pier such as a road or a railway.
一般的な橋梁下部工事は、初めに仮設鋼矢板を打ち込み、次に基礎杭を打設して、床掘りの後、杭頭処理してコンクリートによってフーチングが構築され、フーチングの上に橋脚が構築される。その後、仮設鋼矢板を撤去し、埋め戻して完了する。この施工過程において、仮設鋼矢板の打設、撤去の作業は手間とコストがかかり無駄である。そこで、この鋼矢板を有効に活用する方法が提案されている。   In general bridge construction, temporary steel sheet piles are first driven, then foundation piles are driven, floor digging, pile head treatment is performed, and footings are constructed by concrete, and piers are built on the footings. Is done. Thereafter, the temporary steel sheet pile is removed and backfilled to complete. In this construction process, the work of placing and removing the temporary steel sheet pile is time consuming and costly. Then, the method of utilizing this steel sheet pile effectively is proposed.
特許文献1(特開2000-129696)に記載の発明は、フーチング構築予定位置の周辺を剛性を持つ矢板によって締め切ると共に、この矢板と結合してフーチングを構築する杭基礎構造である。この発明では、フーチングの周辺を剛性の大きい矢板で締め切り、剛性の大きい矢板をフーチングに合体した状態で残置する構造としたから、地震時にフーチングに水平方向の荷重が作用しても、その水平荷重は矢板で受け止められ、受働抵抗を大きく採ることができ、水平荷重に対するフーチングの移動量を小さくでき、耐震性を向上させることができる。さらに、施工に要する面積も小さくできるとしている。   The invention described in Patent Document 1 (Japanese Patent Laid-Open No. 2000-129696) is a pile foundation structure in which a footing construction planned position is closed by a rigid sheet pile and a footing is constructed by coupling with the sheet pile. In this invention, the periphery of the footing is closed with a rigid sheet pile, and the rigid sheet pile is left in the state of being combined with the footing, so even if a horizontal load acts on the footing during an earthquake, the horizontal load Can be received by a sheet pile, and can have a large passive resistance, can reduce the amount of movement of the footing against a horizontal load, and can improve earthquake resistance. Furthermore, the area required for construction can be reduced.
また、特許文献2(特開2007-32065)に記載の発明は、構造物を支持する複数の杭を囲み、この杭に接触しないように仕切る隔壁を地中に設け、構造物から隔離した杭の深さ方向地中部における隔壁内側地盤に薬液を注入して杭相互を連結する固化体を形成した杭基礎補強構造である。このような構造では、地上或いは地表近傍の構造物と固化体とが鋼矢板により連結され、複数の杭が固化体により深さ方向地中部において拘束され、これにより複数の杭の剛性は高められ、例えば、地震などにより地盤に液状化現象が生じても、杭と構造物の結合部で生じる曲げひずみは大幅に抑制されるとしている。
また、慣用の高圧噴射工法と比較して施工コストを格段に抑制することが可能になり、固化体は地中における隔壁内側に限定的に構築されるものであるため充分な品質確保が可能になるとしている。
Further, the invention described in Patent Document 2 (Japanese Patent Application Laid-Open No. 2007-32065) is a pile in which a plurality of piles that support a structure are enclosed, and a partition wall is provided in the ground to partition the piles so as not to contact the piles. It is a pile foundation reinforcement structure in which a solidified body is formed by injecting a chemical into the bulkhead inner ground in the depth direction underground part to connect the piles together. In such a structure, the structure near the ground or near the ground and the solidified body are connected by a steel sheet pile, and the plurality of piles are constrained by the solidified body in the depth direction underground portion, thereby increasing the rigidity of the plurality of piles. For example, even if a liquefaction phenomenon occurs in the ground due to an earthquake or the like, bending strain generated at the joint between the pile and the structure is greatly suppressed.
In addition, it is possible to significantly reduce the construction cost compared to the conventional high-pressure injection method, and it is possible to ensure sufficient quality because the solidified body is built limitedly inside the partition wall in the ground It is going to be.
また、特許文献3(特開2007-303099)に記載の発明は、多角形の頂点又は頂点及び辺上に配置された継手を有する杭と、配置された杭間に多角形の辺を形成するように配置された継手を有する鋼矢板とを備え、杭と鋼矢板とが継手により嵌合されて形成されている多角形の内側に、経時硬化性材料が充填されている基礎構造である。
この発明は、隣り合う杭と杭の間に鋼矢板を備え、杭と鋼矢板を嵌合させ、連結材を介してフーチングと一体化させることで、以下のような効果を奏するとしている。
地震が発生した際には、杭の先端支持力、杭と鋼矢板の周面摩擦力、及び杭と鋼矢板の受働抵抗により、地震により発生した応力に抵抗することができる。また、基礎を小型化でき、必要な用地を小さくすることができ、コンクリート等の経時硬化性材料の打設量も少なくできる。さらに、地震時の水平力による回転に対して、基礎を構成する杭の本数、径、及び躯体強度を増大させること無く抵抗でき、また水平力、曲げモーメントによる杭体に発生する応力も減るため杭の板厚を低減でき、低コストで確実性の高い耐震性を発揮させる。
Moreover, the invention described in Patent Document 3 (Japanese Patent Laid-Open No. 2007-303099) forms a polygonal side between a pile having a vertex arranged on a vertex or a vertex and a side of the polygon, and the arranged pile. And a steel sheet pile having joints arranged in this manner, and a base structure in which a time-curable material is filled inside a polygon formed by fitting a pile and a steel sheet pile by a joint.
According to the present invention, a steel sheet pile is provided between adjacent piles, and the pile and the steel sheet pile are fitted and integrated with the footing through the connecting material, thereby achieving the following effects.
When an earthquake occurs, it is possible to resist the stress generated by the earthquake by the tip support force of the pile, the peripheral frictional force of the pile and the steel sheet pile, and the passive resistance of the pile and the steel sheet pile. In addition, the foundation can be downsized, the required site can be reduced, and the amount of time-hardening material such as concrete placed can be reduced. In addition, it can resist the rotation due to horizontal forces during an earthquake without increasing the number, diameter, and strength of the piles that make up the foundation, and also reduce the stress generated in the piles due to horizontal forces and bending moments. The thickness of the pile can be reduced, and the earthquake resistance with high reliability is demonstrated at low cost.
特開2000-129696号公報JP 2000-129696 A 特開2007-32065号公報JP 2007-32065 A 特開2007-303099号公報JP 2007-303099 A
上記の特許文献1乃至3のものは以下に示すような課題を有している。
まず、特許文献1の発明では、矢板とフーチングを構成する鉄筋を連結して一体化させるとしているが、具体的な記述が無く、どのようにして行うかが不明である。さらに、この発明では、従来と比較してフーチング自体を小さくするものではない。また、矢板同士の結合方法に関する記述もないことから、矢板を有効利用して基礎全体としての耐力を向上させることができるか疑問である。
The above-mentioned patent documents 1 to 3 have the following problems.
First, in the invention of Patent Document 1, the sheet pile and the reinforcing bar constituting the footing are connected and integrated, but there is no specific description and it is unclear how to do it. Further, in the present invention, the footing itself is not reduced as compared with the prior art. Moreover, since there is no description about the connection method of sheet piles, it is doubtful whether the yield strength as the whole foundation can be improved by using a sheet pile effectively.
また、特許文献2の発明では、薬液を注入するとしているが、薬液を注入した場合に地盤によっては所定の強度を得られないなど不確定要素が大きく、鋼矢板にリブなどを設けないと改良体との一体化を図るのは難しい。また、薬液注入は、地下水汚染などの懸念も生じる。特許文献1と同様に、橋脚基部の剛性をあげるためには、フーチングを大きくするなどの工夫が必要である。   In addition, in the invention of Patent Document 2, the chemical solution is injected. However, when the chemical solution is injected, there are large uncertain factors such as that a predetermined strength cannot be obtained depending on the ground, and the steel sheet pile is not provided with a rib or the like. It is difficult to integrate with the body. In addition, chemical injection causes concerns such as groundwater contamination. Similarly to Patent Document 1, in order to increase the rigidity of the pier base, it is necessary to devise such as increasing the footing.
さらに、特許文献3の発明では、杭と鋼矢板を接続する構造であるが、杭を計画通りの位置に施工できないと、杭と矢板との嵌合が非常に難しい。一般に杭芯位置は多少なりともずれ、途中でずれた場合も修正は困難であるため、杭と矢板を直接嵌合させるのは至難の技である。この場合、矢板幅が変えられるような矢板を用意する必要があり、コスト増の要因になる。   Furthermore, in invention of patent document 3, although it is a structure which connects a pile and a steel sheet pile, if a pile cannot be constructed in the position as planned, fitting with a pile and a sheet pile will be very difficult. In general, the pile core position slightly shifts and is difficult to correct even when it is shifted halfway, so it is extremely difficult to directly fit the pile and sheet pile. In this case, it is necessary to prepare a sheet pile that can change the sheet pile width, which causes an increase in cost.
本発明は、かかる課題を解決するためになされたものであり、地震時の抵抗力が十分で、杭等の材料費の増加や基礎構造が大きくなるのを防止でき、かつ施工性に優れた基礎構造を提供することを目的としている。   The present invention has been made to solve such a problem, has sufficient resistance during an earthquake, can prevent an increase in material costs such as piles and the foundation structure, and has excellent workability. The purpose is to provide a foundation structure.
(1)本発明に係る橋脚基礎構造は、橋脚に接合される基礎構造であって、所定間隔を離して施工された複数の杭と、側面に継手を有し、前記杭の杭頭部を覆うように各杭に設置された外管と、該外管の前記継手と嵌合する継手を有する矢板とを備え、該矢板の継手を前記外管の継手に嵌合させ、前記外管相互を前記矢板で接続してなることを特徴とするものである。 (1) A pier foundation structure according to the present invention is a foundation structure joined to a pier, and has a plurality of piles constructed with a predetermined interval, joints on side surfaces, and a pile head of the pile. An outer pipe installed on each pile so as to cover; and a sheet pile having a joint that fits the joint of the outer pipe; and fitting the joint of the sheet pile to the joint of the outer pipe, Are connected by the sheet pile.
(2)また、上記(1)に記載のものにおいて、前記杭の外径と前記外管の内径の差が10cm以上であることを特徴とするものである。 (2) Further, in the above (1), the difference between the outer diameter of the pile and the inner diameter of the outer pipe is 10 cm or more.
(3)また、上記(1)に記載のものにおいて、前記外管の内径が前記杭の外径の1.2倍〜2倍であることを特徴とするものである。 (3) Moreover, in the thing as described in said (1), the internal diameter of the said outer tube is 1.2 times-2 times the outer diameter of the said pile, It is characterized by the above-mentioned.
(4)また、上記(1)乃至(3)のいずれかに記載のものにおいて、前記杭と外管との隙間に硬化性流動物を充填したことを特徴とするものである。 (4) Moreover, the thing in any one of said (1) thru | or (3) WHEREIN: It filled with the sclerosing | hardenable fluid in the clearance gap between the said pile and an outer pipe | tube.
本発明によれば、杭頭部に外管を設置し、隣接する外管相互を矢板で接続するようにしたので、杭の施工と矢板の施工の施工順序についていずれを先に行うこともでき、かついずれを先に施工する場合であっても、外管と矢板の接続を容易に行うことができ、施工性に優れている。   According to the present invention, since the outer pipe is installed on the pile head and the adjacent outer pipes are connected to each other by the sheet pile, any of the construction sequence of the pile construction and the sheet pile construction can be performed first. And even if it is a case where it constructs either first, an outer pipe and a sheet pile can be connected easily and it is excellent in workability.
本発明の一実施の形態に係る橋脚基礎構造の側面図である。It is a side view of the pier foundation structure which concerns on one embodiment of this invention. 図1における矢視A-A線に沿う水平断面図である。It is a horizontal sectional view which follows the arrow AA line in FIG. 本発明の一実施の形態に係る橋脚基礎構造の他の態様の説明図である。It is explanatory drawing of the other aspect of the pier foundation structure which concerns on one embodiment of this invention. 本発明の一実施の形態に係る橋脚基礎構造の一部分の説明図であり、外管を設置した杭頭部の説明図である。It is explanatory drawing of a part of pier foundation structure which concerns on one embodiment of this invention, and is explanatory drawing of the pile head which installed the outer pipe | tube. 本発明の一実施の形態に係る橋脚基礎構造の一部分の説明図であり、外管と鋼矢板との連結部の説明図である。It is explanatory drawing of a part of pier foundation structure which concerns on one embodiment of this invention, and is explanatory drawing of the connection part of an outer pipe and a steel sheet pile. 本発明の一実施の形態に係る橋脚基礎構造の一部分の説明図であり、外管と鋼矢板との連結部の他の態様の説明図である。It is explanatory drawing of a part of pier foundation structure which concerns on one embodiment of this invention, and is explanatory drawing of the other aspect of the connection part of an outer pipe and a steel sheet pile. 本実施の形態に係る橋脚基礎構造の施工方法の説明図である。It is explanatory drawing of the construction method of the pier foundation structure which concerns on this Embodiment. 本実施の形態に係る橋脚基礎構造の施工方法の他の態様の説明図である。It is explanatory drawing of the other aspect of the construction method of the pier foundation structure which concerns on this Embodiment.
[実施の形態1]
本実施の形態に係る橋脚基礎構造1は、図1に示されるように、橋脚3に接合されるものであって、所定間隔を離して施工された4本の杭5と、側面に継手7を有し(図4、図5参照)、杭5の杭頭部を覆うように各杭5に設置された外管9と、外管9の継手7に嵌合する継手11を有する矢板13とを備え、矢板13の継手11を外管9の継手7に嵌合させ、外管相互を矢板13で接続して平面視で矩形状になるように施工したものである。
以下、各構成を詳細に説明する。
[Embodiment 1]
As shown in FIG. 1, the pier foundation structure 1 according to the present embodiment is joined to a pier 3, and is composed of four piles 5 constructed at a predetermined interval and a joint 7 on a side surface. (See FIGS. 4 and 5), and a sheet pile 13 having an outer tube 9 installed on each pile 5 so as to cover a pile head of the pile 5 and a joint 11 fitted to the joint 7 of the outer tube 9. The joint 11 of the sheet pile 13 is fitted to the joint 7 of the outer pipe 9, and the outer pipes are connected to each other by the sheet pile 13 so as to have a rectangular shape in plan view.
Hereinafter, each configuration will be described in detail.
<杭>
杭5は所定の間隔を離して施工されている。図1、図2に示す例では杭5の数は4本であるが、その数や配置はフーチングに適合させる等適宜選択できる。図2に示すような矢視A-A断面形状は矢板13の形状や継手構造に応じて適宜変更できる構造である。例えば、図3に示すように、杭5の数は図2の場合と同様に4本であっても、湾曲する矢板13を用いる、あるいは矢板13の継手11を所定の角度を設けて接合(嵌合)することにより、平面視で円形になるようにすることもできる。
<Pile>
The piles 5 are constructed at a predetermined interval. In the example shown in FIGS. 1 and 2, the number of piles 5 is four, but the number and arrangement thereof can be appropriately selected such as adapting to footing. The cross-sectional shape of the arrow AA as shown in FIG. For example, as shown in FIG. 3, even if the number of piles 5 is four as in the case of FIG. 2, a curved sheet pile 13 is used, or the joint 11 of the sheet pile 13 is joined at a predetermined angle ( By fitting), it can be made circular in plan view.
杭5の支持形態としては、先端を強固な支持層や中間層に止めてもよく、摩擦杭として軟弱層に止めてもよい。また、杭5の種類としては、鋼管杭、場所打ち杭、既製コンクリート杭などどのような種類の杭を適用してもよい。   As a support form of the pile 5, the tip may be stopped by a strong support layer or an intermediate layer, or may be stopped by a soft layer as a friction pile. Moreover, as a kind of the pile 5, you may apply what kind of pile, such as a steel pipe pile, a cast-in-place pile, and a ready-made concrete pile.
<外管>
外管9は、図4に示すように、杭5の杭頭部5aを覆うように設置され、杭頭部5aと外管9は2重管構造になっている。杭頭部5aと外管9との重なる部分の長さは、杭径d以上であるのが好ましい。なお、杭頭部5aは外管9を貫通させてフーチング位置まで長くしてもよく、そのときは外管9と杭5により断面剛性が上昇するので、耐震性に有利である。
<Outer tube>
As shown in FIG. 4, the outer pipe 9 is installed so as to cover the pile head 5a of the pile 5, and the pile head 5a and the outer pipe 9 have a double pipe structure. The length of the overlapping portion of the pile head 5a and the outer tube 9 is preferably equal to or greater than the pile diameter d. The pile head 5a may be extended to the footing position by penetrating the outer tube 9, and in that case, the cross-sectional rigidity is increased by the outer tube 9 and the pile 5, which is advantageous for earthquake resistance.
外管9の内径は杭5の外径の1.2〜2倍程度の径であることが望ましい。あるいは、外管9の内径と杭頭部5aの外径の差が10cm以上であることが望ましく、20cm以上であればより好ましい。
このように、外管9の内径と杭5の外径に差を設け、あるいは外管9の内径と杭頭部5aの外径に差を設けることにより、外管9と杭頭部5aとの間に所定の隙間ができ、これによって隣接する外管9の間に矢板13を接続する際に前記隙間の範囲内で自由な位置調整が可能となり、施工性に優れる。一般的な杭の施工精度は、約10cmであるため、特許文献3の発明のように杭頭部5aに直接矢板13を接続しようとすると接続が難しく、そのため杭の施工精度をより厳しく管理する必要があり、施工性が悪くなる。これに対して、本発明では、杭頭部5aと外管9との間に隙間があり、この隙間が杭の施工誤差を吸収する機能を有し、それゆえに杭の施工精度を必要以上に厳しくする必要がなく、極めて施工性がよく効率的な施工が可能となる。
The inner diameter of the outer tube 9 is preferably about 1.2 to 2 times the outer diameter of the pile 5. Alternatively, the difference between the inner diameter of the outer tube 9 and the outer diameter of the pile head 5a is preferably 10 cm or more, and more preferably 20 cm or more.
Thus, by providing a difference between the inner diameter of the outer tube 9 and the outer diameter of the pile 5, or by providing a difference between the inner diameter of the outer tube 9 and the outer diameter of the pile head 5a, the outer tube 9 and the pile head 5a As a result, a predetermined gap is formed between the two outer pipes 9, so that when the sheet pile 13 is connected between the adjacent outer pipes 9, the position can be freely adjusted within the range of the gap, and the workability is excellent. Since the construction accuracy of a general pile is about 10 cm, it is difficult to connect the sheet pile 13 directly to the pile head 5a as in the invention of Patent Document 3, so that the construction accuracy of the pile is managed more strictly. It is necessary and the workability becomes worse. On the other hand, in the present invention, there is a gap between the pile head 5a and the outer tube 9, and this gap has a function of absorbing the pile construction error, and therefore the pile construction accuracy is more than necessary. There is no need to be strict, and the construction is extremely easy and efficient.
外管9の長さは、外管径Dの2D〜10D程度である。
外管9は鋼管であることが望ましいが、鋼管巻きコンクリートでもよく、矢板13との接合ができる継手7が取り付けられるものであればよい。
The length of the outer tube 9 is about 2D to 10D of the outer tube diameter D.
The outer tube 9 is preferably a steel tube, but may be a steel tube-wound concrete as long as the joint 7 that can be joined to the sheet pile 13 is attached.
杭頭部5aと外管9の間は、図4に示すように、コンクリート、モルタル、ソイルセメントなどの硬化性流動物15を充填するのがよい。この場合、図4に示すように、杭頭部外面や外管内面に突起17を設けることによって杭頭部5aと外管9を一体構造とすることができ、荷重の伝達をより容易にすることができる。
なお、杭頭部5aと外管9の間隔を小さくし、上下を拘束すれば、杭頭部5aと外管9の隙間に充填する充填材として現地の土や砂などを用いて荷重の伝達をすることも可能である。
外管9と杭頭部5aの隙間は、矢板13の接続の際に片側が接触するほどずれることもあり、この場合であっても鉛直荷重や水平荷重の伝達には問題ないが、杭5への荷重伝達を効果的に行なうには硬化性流動物15が充填される程度の隙間が確保できるように施工するのが望ましい。
The space between the pile head 5a and the outer tube 9 is preferably filled with a curable fluid 15 such as concrete, mortar, or soil cement as shown in FIG. In this case, as shown in FIG. 4, the pile head 5a and the outer tube 9 can be integrated with each other by providing the protrusions 17 on the outer surface of the pile head or the inner surface of the outer tube, thereby facilitating the transmission of the load. be able to.
If the distance between the pile head 5a and the outer tube 9 is reduced and the upper and lower sides are restrained, load transmission is performed using local soil or sand as a filler to fill the gap between the pile head 5a and the outer tube 9. It is also possible to do.
The gap between the outer tube 9 and the pile head 5a may be displaced as one side contacts when the sheet pile 13 is connected. Even in this case, there is no problem in transmission of vertical load or horizontal load. In order to effectively transmit the load to the surface, it is desirable to perform the construction so as to ensure a gap enough to be filled with the curable fluid 15.
外管9の外周には、矢板13の継手11と嵌合する継手7が設けられている。継手7の種類は特に限定されるものではなく、図5に示すように矢板13の継手11と同じであってもよいし、図6に示すように管継手にしてモルタル注入によって強固な継手にしてもよい。   On the outer periphery of the outer tube 9, a joint 7 that fits with the joint 11 of the sheet pile 13 is provided. The type of the joint 7 is not particularly limited, and may be the same as the joint 11 of the sheet pile 13 as shown in FIG. 5, or a pipe joint as shown in FIG. 6 to make a strong joint by mortar injection. May be.
上記のように、杭頭部5aに外管9を設置することによって、矢板13を施工するときの施工性が向上し、ひいては杭5の施工性が向上するという効果を有する。しかし、杭頭部5aに外管9を設置する効果はこれに限られるものではなく、以下のような効果を奏する。
外管9は杭5より曲げ耐力が大きいため、地震時の水平力に対して十分な強度を持ち、杭5は軸力のみ受け持てばよいので、通常設計される杭(杭がフーチングと接続されるとした場合)より、杭径を小さくすることができる。
また、近年開発が盛んな高支持力杭(先端支持力が大きな杭)を適用すれば、外管9の拡頭構造と先端拡底構造で合理的な設計が可能となる。
As described above, by installing the outer tube 9 on the pile head 5a, the workability when constructing the sheet pile 13 is improved, and as a result, the workability of the pile 5 is improved. However, the effect of installing the outer tube 9 on the pile head 5a is not limited to this, and the following effects are achieved.
Since the outer tube 9 has a higher bending strength than the pile 5, it has sufficient strength against the horizontal force in the event of an earthquake, and the pile 5 only needs to accept the axial force. The pile diameter can be made smaller.
Moreover, if a high bearing capacity pile (a pile having a large tip support force), which has been actively developed in recent years, is applied, a rational design is possible with the head expansion structure and the tip bottom structure of the outer tube 9.
<矢板>
矢板13は外管9の継手7と嵌合する継手11を両側に有している。そして、矢板13の継手11を隣接する外管9の継手7に嵌合させることによって、外管相互を矢板13で接続して、図2、図3に示すように、平面視で閉じた形状になるように施工されている。
矢板13の縦方向の長さは、外管9と同じであってもよく、あるいは地盤条件に応じて矢板13を外管9よりも長くあるいは短く打設してもよい。矢板13を長く打設すれば、矢板13の周面摩擦力や先端支持力をより多く期待することができるため、杭径や板厚を低減することができる。
<Sheet pile>
The sheet pile 13 has a joint 11 fitted on the joint 7 of the outer tube 9 on both sides. Then, by fitting the joint 11 of the sheet pile 13 to the joint 7 of the adjacent outer pipe 9, the outer pipes are connected to each other by the sheet pile 13, and as shown in FIG. 2 and FIG. It is constructed to become.
The length of the sheet pile 13 in the vertical direction may be the same as that of the outer pipe 9, or the sheet pile 13 may be driven longer or shorter than the outer pipe 9 depending on the ground conditions. If the sheet pile 13 is driven long, more circumferential friction force and tip support force of the sheet pile 13 can be expected, so that the pile diameter and plate thickness can be reduced.
なお、外管9と矢板13をフーチングと接続させて一体化するために、外管9や矢板13にスタッドやジベルなどを取り付けるのが望ましい。スタッドやジベルの形状は特に限定されるものではなく、何でも良い。
外管9と杭5は矢板13と接合するものだけでなく、荷重規模に応じて、フーチング内面に設けてもよい。このとき外管9を使わず、杭5をフーチングと接続してもよく、長さの短い外管や杭を用いてもよい。フーチング内面に設ける杭や外管には継手7を設ける必要はない。
In order to connect and integrate the outer tube 9 and the sheet pile 13 with the footing, it is desirable to attach a stud or a gibber to the outer tube 9 or the sheet pile 13. The shape of the stud or gibber is not particularly limited, and any shape may be used.
The outer tube 9 and the pile 5 may be provided not only on the sheet pile 13 but also on the inner surface of the footing according to the load scale. At this time, without using the outer pipe 9, the pile 5 may be connected to the footing, or an outer pipe or a pile having a short length may be used. It is not necessary to provide the joint 7 on the pile or outer pipe provided on the inner surface of the footing.
<施工方法1>
次に上記のように構成される橋脚基礎構造1の施工方法を図7に基づいて説明する。
プレボーリング工法で杭5を打設する。そのとき先端部に根固め球根19を築造し、先端支持力を大きく取るのがよい(図7(a)参照)。
同じ機械を用いて、外管9を施工するため杭頭部5aの地盤を拡大掘り21を行う(図7(b)参照)。
次に、杭頭部5aに外管9を打設する(図7(c)参照)。このとき杭頭部5aと外管9との間に隙間があるので、杭5の施工位置が予定位置より多少ずれていても問題はない。他方、外管9は矢板13と接続するため正確な位置に打設する必要があるが、外管9は長さが短いので所定位置に打設することは容易である。
<Construction method 1>
Next, the construction method of the pier foundation structure 1 comprised as mentioned above is demonstrated based on FIG.
Pile 5 is laid by the pre-boring method. At that time, it is preferable to build up a rooted bulb 19 at the tip to increase the tip support force (see FIG. 7A).
Using the same machine, the ground of the pile head 5a is expanded and dug 21 for constructing the outer tube 9 (see FIG. 7B).
Next, the outer tube 9 is driven on the pile head 5a (see FIG. 7C). At this time, since there is a gap between the pile head 5a and the outer tube 9, there is no problem even if the construction position of the pile 5 is slightly deviated from the planned position. On the other hand, since the outer tube 9 is connected to the sheet pile 13, it is necessary to drive it at an accurate position. However, since the outer tube 9 is short, it is easy to drive it at a predetermined position.
次に、矢板13の継手11を外管9の継手7に嵌合させるようにして矢板13を順次打設し、全ての外管同士を矢板13で接続する(図7(d)参照)。杭5と外管9の隙間にモルタル等の硬化性流動物15を充填する。
矢板13で囲まれたフーチングが構築される部分を掘削し、フーチングと橋脚3を築造する。最後に、埋め戻しをして終了する(図7(e)参照)。
Next, the sheet pile 13 is sequentially driven so that the joint 11 of the sheet pile 13 is fitted to the joint 7 of the outer pipe 9, and all the outer pipes are connected by the sheet pile 13 (see FIG. 7D). The gap between the pile 5 and the outer tube 9 is filled with a curable fluid 15 such as mortar.
The part where the footing surrounded by the sheet pile 13 is constructed is excavated, and the footing and the pier 3 are constructed. Finally, backfilling is completed (see FIG. 7E).
<施工方法2>
施工方法1では、杭5を先に打設し、その後で矢板13を打設する例を示した。しかし、本発明では矢板13を先に打設することもできるので、その場合の施工方法を図8に示すと共に以下に説明する。
<Construction method 2>
In the construction method 1, an example in which the pile 5 is driven first and then the sheet pile 13 is driven is shown. However, in the present invention, since the sheet pile 13 can be driven first, the construction method in that case is shown in FIG. 8 and described below.
外管9を打設し、矢板13の継手11を外管9の継手7に嵌合させるようにして矢板13を順次打設し、全ての外管同士を矢板13で接続する(図8(a)参照)。
次に、外管9を貫通させるようにして杭5を打設する(図8(b))。杭5は、杭頭部5aが外管9の下部に重なる程度まで打設する場合や、杭頭部5aが外管9の上方に出っ張る程度まで打設する場合などがある。杭5と外管9の隙間にコンクリート、モルタル、ソイルセメントなどの硬化性流動物15を充填して杭頭部5aと外管9の一体化を図る。
最後にフーチングと橋脚3を築造する(図8(c)参照)。
The outer pipe 9 is driven, the sheet pile 13 is sequentially driven so that the joint 11 of the sheet pile 13 is fitted to the joint 7 of the outer pipe 9, and all the outer pipes are connected by the sheet pile 13 (FIG. 8 ( a)).
Next, the pile 5 is driven so as to penetrate the outer tube 9 (FIG. 8B). The pile 5 may be driven to the extent that the pile head 5a overlaps the lower portion of the outer tube 9, or may be driven to the extent that the pile head 5a protrudes above the outer tube 9. The gap between the pile 5 and the outer tube 9 is filled with a curable fluid 15 such as concrete, mortar, or soil cement, so that the pile head 5a and the outer tube 9 are integrated.
Finally, the footing and the pier 3 are built (see FIG. 8C).
上記の施工方法2の説明では、杭5を打設した後にフーチングと橋脚3の築造を行う例を示したが、これらの工程を逆にして、フーチングと橋脚3の築造を行った後で杭5を打設するようにしてもよい。   In the description of the construction method 2 described above, an example in which the footing and the pier 3 are constructed after the pile 5 is placed is shown. However, the steps are reversed and the footing and the pier 3 are constructed. 5 may be cast.
本実施の形態においては、杭頭部5aに外管9を設置し、隣接する外管相互を矢板13で接続するようにしたので、杭5の施工と矢板13の施工の施工順序についていずれを先に行うこともできる。矢板13を先に施工する場合には、上記の施工方法2で説明したように、まず外管9を打設することになるが、外管9は長さが短いので精度よく施工するのが容易であり、外管9に矢板13を接続するのを容易にすることができる。他方、杭5を先に施工した場合であって、仮に杭5の施工精度が悪く杭芯が多少ずれた場合でも、外管9と杭頭部5aとの間に隙間があるので、杭5の施工誤差を吸収でき、矢板13と外管9の接続を容易に行うことができ、相互の接続に要する手間を省力化できる。このことは、逆に言えば、矢板13で接続するからといって杭5の施工精度を必要以上に厳格にする必要がなく、それ故、特許文献3に記載のものに比較して杭5の施工の作業効率が向上し、施工期間の短縮が可能となる。   In the present embodiment, the outer pipe 9 is installed on the pile head 5a, and the adjacent outer pipes are connected to each other by the sheet pile 13, so which is the order of the construction of the pile 5 and the construction of the sheet pile 13? It can also be done first. When constructing the sheet pile 13 first, as described in the construction method 2 above, the outer tube 9 is first placed. However, since the outer tube 9 is short in length, it is necessary to construct it accurately. It is easy and can easily connect the sheet pile 13 to the outer tube 9. On the other hand, even if the pile 5 is constructed first, even if the construction accuracy of the pile 5 is poor and the pile core is slightly displaced, there is a gap between the outer tube 9 and the pile head 5a. The construction error can be absorbed, the sheet pile 13 and the outer tube 9 can be easily connected, and labor required for mutual connection can be saved. In other words, it is not necessary to make the construction accuracy of the pile 5 more strict than necessary just because it is connected by the sheet pile 13, and therefore, the pile 5 is compared with that described in Patent Document 3. This improves the work efficiency of the construction and shortens the construction period.
また、本実施の形態においては、杭頭部5aに外管9を設置し、隣接する外管相互を矢板13で接続し、外管9と矢板13で囲まれたところにフーチングを構築するようにしたので、従来のものよりフーチングが小さくなり、用地の確保が容易になるとともに、掘削量とコンクリートの打設の材料費などを低減することができる。
設計上、水平力で杭諸元が決まる場合は、先端支持力や周面摩擦力に余裕があり、設計にムダが生じてしまう。この点、本実施の形態においては、杭頭部を2重管構造にしたことにより設計に自由度を持たすことができ、杭5の軸部を細くするなど合理的な設計で材料費を低減させることができる。
また、外管9と杭5を分離したので、杭5が高止まりや支持力不足で所定の根入れより短い場合や長い場合にも、矢板13の施工位置を外管9で柔軟に調整でき、トラブルに対する対処が容易である。
Moreover, in this Embodiment, the outer pipe 9 is installed in the pile head 5a, the adjacent outer pipes are connected to each other by the sheet pile 13, and the footing is constructed where the outer pipe 9 and the sheet pile 13 are surrounded. Therefore, the footing is smaller than that of the conventional one, and it is easy to secure the site, and the excavation amount and the material cost for placing concrete can be reduced.
When the pile specifications are determined by the horizontal force in design, there is a margin in the tip support force and the peripheral frictional force, and wasteful design occurs. In this respect, in this embodiment, the pile head has a double pipe structure, so that the design can be given freedom, and the material cost is reduced by rational design such as making the shaft portion of the pile 5 thinner. Can be made.
Moreover, since the outer pipe 9 and the pile 5 are separated, the construction position of the sheet pile 13 can be flexibly adjusted by the outer pipe 9 even when the pile 5 is shorter or longer than a predetermined insertion due to a high stoppage or insufficient supporting force. Easy to deal with troubles.
1 橋脚基礎構造 3 橋脚 5 杭 5a 杭頭部
7 継手 9 外管 11 継手 13 矢板
15 硬化性流動物 17 突起 19 根固め球根 21 拡大掘り
DESCRIPTION OF SYMBOLS 1 Bridge pier foundation structure 3 Bridge pier 5 Pile 5a Pile head 7 Joint 9 Outer pipe 11 Joint 13 Sheet pile 15 Hardening fluid 17 Protrusion 19 Rooted bulb 21 Expansion digging

Claims (4)

  1. 橋脚に接合される基礎構造であって、所定間隔を離して施工された複数の杭と、側面に継手を有し、前記杭の杭頭部を覆うように各杭に設置された外管と、該外管の前記継手と嵌合する継手を有する矢板とを備え、該矢板の継手を前記外管の継手に嵌合させ、前記外管相互を前記矢板で接続してなることを特徴とする橋脚基礎構造。 A foundation structure to be joined to the pier, a plurality of piles constructed at a predetermined interval, and an outer pipe installed on each pile so as to cover a pile head of the pile having a joint on a side surface A sheet pile having a joint for fitting with the joint of the outer pipe, the joint of the sheet pile is fitted to the joint of the outer pipe, and the outer pipes are connected to each other by the sheet pile. Pier foundation structure.
  2. 前記杭の外径と前記外管の内径の差が10cm以上であることを特徴とする請求項1に記載の橋脚基礎構造。 The pier foundation structure according to claim 1, wherein a difference between an outer diameter of the pile and an inner diameter of the outer pipe is 10 cm or more.
  3. 前記外管の内径が前記杭の外径の1.2倍〜2倍であることを特徴とする請求項1に記載の橋脚基礎構造。 The pier foundation structure according to claim 1, wherein an inner diameter of the outer pipe is 1.2 to 2 times an outer diameter of the pile.
  4. 前記杭と外管との隙間に硬化性流動物を充填したことを特徴とする請求項1乃至3の何れか一項に記載の橋脚基礎構造。 The pier foundation structure according to any one of claims 1 to 3, wherein a curable fluid is filled in a gap between the pile and the outer pipe.
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101402042B1 (en) 2011-07-15 2014-06-02 (주)엑스휘나스기술연구소 Joining structure of offshore structure and construction method using the same

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JPS6157721A (en) * 1984-08-28 1986-03-24 Nippon Steel Corp Method of constructing underwater foundation of multipile jacket structure
JPS62202125A (en) * 1986-02-26 1987-09-05 Sumitomo Metal Ind Ltd Underwater foundation work using steel plate shell
JPS62268421A (en) * 1986-05-14 1987-11-21 Nippon Kokan Kk <Nkk> Pile with double tube head
JP2001303584A (en) * 2000-04-20 2001-10-31 Nippon Steel Corp Structure for connecting head of foundation pile with footing
JP2005264666A (en) * 2004-03-22 2005-09-29 Jfe Steel Kk Pile head joining structure
JP2007303099A (en) * 2006-05-09 2007-11-22 Nippon Steel Corp Foundation structure
JP2008303598A (en) * 2007-06-07 2008-12-18 Nippon Steel Corp Column base structure in multi-column bridge pier
JP2009046879A (en) * 2007-08-20 2009-03-05 Jfe Steel Kk Pile head structure of double tube type

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6157721A (en) * 1984-08-28 1986-03-24 Nippon Steel Corp Method of constructing underwater foundation of multipile jacket structure
JPS62202125A (en) * 1986-02-26 1987-09-05 Sumitomo Metal Ind Ltd Underwater foundation work using steel plate shell
JPS62268421A (en) * 1986-05-14 1987-11-21 Nippon Kokan Kk <Nkk> Pile with double tube head
JP2001303584A (en) * 2000-04-20 2001-10-31 Nippon Steel Corp Structure for connecting head of foundation pile with footing
JP2005264666A (en) * 2004-03-22 2005-09-29 Jfe Steel Kk Pile head joining structure
JP2007303099A (en) * 2006-05-09 2007-11-22 Nippon Steel Corp Foundation structure
JP2008303598A (en) * 2007-06-07 2008-12-18 Nippon Steel Corp Column base structure in multi-column bridge pier
JP2009046879A (en) * 2007-08-20 2009-03-05 Jfe Steel Kk Pile head structure of double tube type

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101402042B1 (en) 2011-07-15 2014-06-02 (주)엑스휘나스기술연구소 Joining structure of offshore structure and construction method using the same

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