JP5966643B2 - Joining structure and joining method of pile and superstructure - Google Patents

Joining structure and joining method of pile and superstructure Download PDF

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JP5966643B2
JP5966643B2 JP2012132168A JP2012132168A JP5966643B2 JP 5966643 B2 JP5966643 B2 JP 5966643B2 JP 2012132168 A JP2012132168 A JP 2012132168A JP 2012132168 A JP2012132168 A JP 2012132168A JP 5966643 B2 JP5966643 B2 JP 5966643B2
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pile
steel column
flange
strut
upper side
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JP2013256768A (en
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泰彦 浅岡
泰彦 浅岡
圭一 長屋
圭一 長屋
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Obayashi Corp
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Description

本発明は、杭と上部構造との接合構造及び接合方法に関する。   The present invention relates to a joining structure and a joining method between a pile and an upper structure.

逆打ち支柱等の鉄骨柱の下部が埋め込まれた杭と、その杭に支持される上部構造との接合構造として、地震時の水平力により杭頭部と上部構造との接合部に生じる曲げ応力を緩和する目的で杭頭半剛接合構法を採用したものが知られている（例えば、特許文献１参照）。   Bending stress generated at the joint between the pile head and the superstructure due to the horizontal force during an earthquake as a joint structure between the pile embedded in the lower part of a steel column such as a strut and the superstructure supported by the pile The thing which employ | adopted the pile-head semi-rigid joining construction method in order to relieve is known (for example, refer patent document 1).

特開２００２−１３８５７４号公報JP 2002-138574 A

特許文献１に記載の杭と上部構造との接合構造では、杭頭部と上部構造との接合部において鉄骨柱が、地震時の水平力に抵抗し、曲げモーメントを伝達することにより、当該接合部における曲げ応力の緩和が妨げられていた。   In the joint structure of the pile and the superstructure described in Patent Document 1, the steel column resists the horizontal force at the time of the earthquake and transmits the bending moment at the joint of the pile head and the superstructure. The relaxation of bending stress at the part was hindered.

本発明は、上記事情に鑑みてなされたものであり、鉄骨柱の下部が埋め込まれた杭と、その杭に支持される上部構造との接合部において、地震時の水平力により生じる曲げ応力を、効果的に緩和することを課題とするものである。   The present invention has been made in view of the above circumstances, and bending stress generated by a horizontal force at the time of an earthquake at a joint portion between a pile in which a lower portion of a steel column is embedded and an upper structure supported by the pile. The challenge is to effectively mitigate.

上記課題を解決するために、本発明に係る杭と上部構造との接合構造は、鉄骨柱の下部が埋め込まれた杭と、該杭に支持される上部構造とが、杭頭半剛接合構法を用いて接合された杭と上部構造との接合構造であって、前記鉄骨柱は、前記下部とその上側とが構造的に分割されていると共に、前記下部とその上側とを結合するのに用いる結合部を備え、前記下部とその上側との結合が解除されており、前記結合部は、前記鉄骨柱の前記下部とその上側との側面から夫々張り出した下フランジ及び上フランジを備え、前記下フランジの上端は、前記鉄骨柱の分割線より上側に配されていることを特徴とする。 In order to solve the above-described problem, the pile and the upper structure according to the present invention have a pile head semi-rigid joint structure in which a pile in which a lower part of a steel column is embedded and an upper structure supported by the pile are The steel column has a structure in which the lower part and the upper side thereof are structurally divided, and the lower part and the upper side are coupled to each other. The lower portion and the upper side thereof are released, and the connecting portion includes a lower flange and an upper flange respectively protruding from the side surfaces of the lower portion and the upper side of the steel column, The upper end of the lower flange is arranged above the dividing line of the steel column .

前記杭と上部構造との接合構造において、前記上部構造は、逆打ち工法を用いて構築された地下躯体であってもよく、前記鉄骨柱は、前記地下躯体を支持する逆打ち支柱であってもよい。   In the joint structure between the pile and the upper structure, the upper structure may be an underground structure constructed using a reverse driving method, and the steel column is a reverse strut that supports the underground structure. Also good.

また、本発明に係る杭と上部構造との接合方法は、鉄骨柱の下部を埋め込む杭と、該杭で支持する上部構造とを、杭頭半剛接合構法を用いて接合する杭と上部構造との接合方法であって、前記下部とその上側とが構造的に分割されている前記鉄骨柱を、前記下部とその上側とを結合した状態で建て込み、前記上部構造の施工を進めた後に、前記鉄骨柱の前記下部とその上側との結合を解除し、前記下部とその上側とを結合する結合部は、前記鉄骨柱の前記下部とその上側との側面から夫々張り出した下フランジ及び上フランジを備え、前記下フランジの上端は、前記鉄骨柱の分割線より上側に配されていることを特徴とする。 In addition, the method of joining the pile and the superstructure according to the present invention is a pile and superstructure that joins a pile that embeds the lower part of a steel column and a superstructure supported by the pile using a pile head semi-rigid joint method. The steel column, in which the lower part and the upper side thereof are structurally divided, is built in a state where the lower part and the upper side are joined, and after the construction of the upper structure is advanced The joint between the lower part and the upper side of the steel column is released and the lower part and the upper part are joined to a lower flange and an upper part respectively projecting from the side surfaces of the lower part and the upper side of the steel column. It has a flange, and the upper end of the lower flange is arranged above the dividing line of the steel column .

本発明によれば、鉄骨柱の下部が埋め込まれた杭と、その杭に支持される上部構造との接合部において、地震時の水平力により生じる曲げ応力を、効果的に緩和することができる。   ADVANTAGE OF THE INVENTION According to this invention, the bending stress produced by the horizontal force at the time of an earthquake can be relieve | moderated effectively in the junction part of the pile with which the lower part of the steel column was embedded, and the upper structure supported by the pile. .

一実施形態に係る杭と上部構造との接合構造を示す立断面図である。It is an elevation sectional view showing the joining structure of the pile concerning one embodiment, and an upper structure. 一実施形態に係る杭と上部構造との接合構造を構築する手順を示す立面図である。It is an elevation view which shows the procedure which construct | assembles the junction structure of the pile and upper structure which concern on one Embodiment. 一実施形態に係る杭と上部構造との接合構造を構築する手順を示す立面図である。It is an elevation view which shows the procedure which construct | assembles the junction structure of the pile and upper structure which concern on one Embodiment. 他の実施形態に係る杭と上部構造との接合構造を示す立断面図である。It is an elevational sectional view showing a joint structure of a pile and an upper structure according to another embodiment. 他の実施形態に係る杭と上部構造との接合構造を示す立断面図である。It is an elevational sectional view showing a joint structure of a pile and an upper structure according to another embodiment.

以下、本発明の一実施形態を、図面を参照しながら説明する。図１は、一実施形態に係る杭１２と上部構造１４との接合構造１０を示す立断面図である。この図に示すように、接合構造１０では、場所打ちコンクリート杭である杭１２に逆打ち支柱（構真柱）２０の下部が埋め込まれ、地下躯体である上部構造１４の底部（フーチングや基礎スラブや基礎梁等）に逆打ち支柱２０の下部２０Ｌが埋め込まれている。即ち、本実施形態に係る接合構造１０は、逆打ち工法を用いて施工される地下躯体と場所打ちコンクリート杭との接合部の構造である。   Hereinafter, an embodiment of the present invention will be described with reference to the drawings. FIG. 1 is an elevational sectional view showing a joint structure 10 between a pile 12 and an upper structure 14 according to an embodiment. As shown in this figure, in the joint structure 10, the lower part of the back strut (construction pillar) 20 is embedded in the pile 12 that is a cast-in-place concrete pile, and the bottom part (footing or foundation slab) of the upper structure 14 that is an underground frame. And the lower portion 20L of the back strut 20 is embedded in the foundation beam or the like. That is, the joint structure 10 according to the present embodiment is a structure of a joint portion between an underground frame and a cast-in-place concrete pile that are constructed using a reverse casting method.

また、本実施形態に係る接合構造１０では、杭１２の頭部と上部構造１４の底部とを杭頭半剛接合構法を用いて接合することにより、地震の水平力により杭１２の頭部に生じる曲げ応力を緩和している。ここで、杭頭半剛接合構法を用いた接合構造としては、様々なものが存在するが、本実施形態では、杭１２の天端部と上部構造１４の底部とを離間させ、杭１２よりも小径の鋼管１６にコンクリートを充填したものを介して杭１２の頭部と上部構造１４とを接合する構造を採用している。   Moreover, in the joining structure 10 which concerns on this embodiment, the head of the pile 12 and the bottom part of the upper structure 14 are joined using a pile head semi-rigid joining construction method, and it becomes the head of the pile 12 by the horizontal force of an earthquake. The bending stress that occurs is relaxed. Here, there are various joining structures using the pile head semi-rigid joining method, but in this embodiment, the top end portion of the pile 12 and the bottom portion of the upper structure 14 are separated from the pile 12. Further, a structure is adopted in which the head of the pile 12 and the upper structure 14 are joined via a concrete pipe filled with a small diameter steel pipe 16.

逆打ち支柱２０は、Ｈ形鋼を直角に組み合わせた十字型鋼であり、杭１２の頭部と上部構造１４の底部との接合部において上下に構造的に分割されており、その逆打ち支柱２０の下部２０Ｌとその上側部２０Ｕとの分割線は、鋼管１６の上端と同じ高さに配されている。また、逆打ち支柱２０の下部２０Ｌの上端と上側部２０Ｕの下端とには夫々、正方形状の鋼板であるフランジ２１Ｌ、２１Ｕが溶接されており、これらが当接している。このフランジ２１Ｌ、２１Ｕには、各辺に２個のボルト挿通用の孔が空けられており、ボルトＢが挿通されている。ここで、ボルトＢにナットは取り付けられておらず、ボルトＢは、孔に挿通されてフランジ２１Ｌ、２１Ｕの相対的な水平変位を制限しているのみである。   The back strut 20 is a cross-shaped steel in which H-shaped steels are combined at right angles, and is structurally divided vertically at the joint between the head of the pile 12 and the bottom of the upper structure 14. The dividing line between the lower portion 20L and the upper portion 20U is arranged at the same height as the upper end of the steel pipe 16. Also, flanges 21L and 21U, which are square steel plates, are welded to the upper end of the lower portion 20L of the counter strut 20 and the lower end of the upper portion 20U, respectively, which are in contact with each other. In the flanges 21L and 21U, two bolt insertion holes are formed on each side, and the bolt B is inserted. Here, no nut is attached to the bolt B, and the bolt B is only inserted through the hole to limit the relative horizontal displacement of the flanges 21L and 21U.

また、逆打ち支柱２０の下部２０Ｌの側面上部と上側部２０Ｕの側面下部には、夫々複数のＬ型の鋼板である下フランジ２２Ｌ及び上フランジ２２Ｕが溶接されている。各下フランジ２２Ｌは、逆打ち支柱２０の下部２０Ｌにおける各フランジ２０Ｌｆに溶接されている。各下フランジ２２Ｌは、上方に直角に屈曲するように配されている。ここで、各下フランジ２２Ｌの上端は、逆打ち支柱２０の分割線よりも上側に配されており、各下フランジ２２Ｌの上部が、上側部２０Ｕ下端のフランジ２１Ｕと隙間を空けて水平方向に対向している。   A plurality of lower flanges 22L and upper flanges 22U, which are L-shaped steel plates, are welded to the upper side surface of the lower portion 20L of the counter strut 20 and the lower side surface of the upper portion 20U. Each lower flange 22L is welded to each flange 20Lf in the lower portion 20L of the counter strut 20. Each lower flange 22L is arranged to be bent at a right angle upward. Here, the upper ends of the respective lower flanges 22L are arranged above the dividing line of the counter struts 20, and the upper portions of the respective lower flanges 22L are spaced horizontally from the flange 21U at the lower end of the upper portion 20U in the horizontal direction. Opposite.

また、上フランジ２２Ｕは、逆打ち支柱２０の上側部２０Ｕにおける各フランジ２０Ｕｆに溶接されている。各上フランジ２２Ｕは、下方に直角に屈曲し、下フランジ２２Ｌに対して上下反対向きに配されており、夫々の縦長の長方形状の部位が、上下に並んでいる。ここで、下フランジ２２Ｌと上フランジ２２Ｕの上下に並んだ長方形状の部位は、複数のボルト挿通孔Ｈが形成された被締結部２３Ｌ、２３Ｕとなっており、当該部位が杭１２や上部構造１４や鋼管１６内のコンクリートに埋め込まれる前は、ボルト挿通孔が形成された鋼板２４を被締結部２３Ｌ、２３Ｕに当ててこれらをボルトとナットとで締結することにより、下フランジ２２Ｌ及び上フランジ２２Ｕを結合することができるようになっている（図２参照）。   Further, the upper flange 22U is welded to each flange 20Uf in the upper portion 20U of the counter strut 20. Each upper flange 22U bends at a right angle downward and is disposed in an upside-down direction with respect to the lower flange 22L, and each vertically long rectangular portion is lined up and down. Here, the rectangular portions arranged above and below the lower flange 22L and the upper flange 22U are fastened portions 23L and 23U in which a plurality of bolt insertion holes H are formed, and these portions are the piles 12 and the upper structure. 14 and the steel pipe 16 before being embedded in the concrete, the lower flange 22L and the upper flange are formed by applying the steel plate 24 formed with bolt insertion holes to the fastened portions 23L and 23U and fastening them with bolts and nuts. 22U can be combined (see FIG. 2).

図２及び図３は、接合構造１０を構築する手順を示す立面図である。まず、図示は省略するが、上部構造１４を構築する位置の周囲に山留め壁を施工し、杭１２を、上部構造１４の構築位置の深部に打設する。そして、図２に示すように、逆打ち支柱２０をその先端が杭１２に挿入されるように建て込む。ここで、逆打ち支柱２０の分割線が杭１２の天端よりも上側に位置するように逆打ち支柱２０を杭１２に建て込む。   2 and 3 are elevational views showing a procedure for constructing the joint structure 10. First, although illustration is omitted, a mountain retaining wall is constructed around the position where the upper structure 14 is constructed, and the pile 12 is driven deep in the construction position of the upper structure 14. Then, as shown in FIG. 2, the counter strut 20 is built so that the tip is inserted into the pile 12. Here, the striking strut 20 is built in the pile 12 so that the dividing line of the striking strut 20 is located above the top end of the pile 12.

ここで、予め、逆打ち支柱２０の下部２０Ｌのフランジ２１Ｌと上側部２０Ｕのフランジ２１ＵとをボルトＢ及びナットＮで締結しておく。また、下フランジ２２Ｌと上フランジ２２Ｕとを、ボルト挿通孔が形成された長方形状の一対の鋼板２４で挟み込み、これらをボルトＢ及びナットＮで締結することにより、予め、下フランジ２２Ｌと上フランジ２２Ｕとを結合しておく。即ち、逆打ち支柱２０を、予め下部２０Ｌと上側部２０Ｕとが結合された状態にして、杭１２に建て込む。   Here, the flange 21L of the lower part 20L and the flange 21U of the upper part 20U of the counter strut 20 are fastened with bolts B and nuts N in advance. Further, the lower flange 22L and the upper flange 22U are sandwiched between a pair of rectangular steel plates 24 in which bolt insertion holes are formed and fastened with bolts B and nuts N, so that the lower flange 22L and the upper flange 22 22U is connected. That is, the counter strut 20 is built in the pile 12 with the lower portion 20L and the upper portion 20U being combined in advance.

また、予め、逆打ち支柱２０を鋼管１６に挿通し、鋼管１６を逆打ち支柱２０の下部２０Ｌに緊結材等により一体化しておき、この状態で、逆打ち支柱２０を、杭１２に建て込む。   Further, the striking strut 20 is inserted into the steel pipe 16 in advance, and the steel pipe 16 is integrated with the lower portion 20L of the striking strut 20 with a binding material or the like. In this state, the striking strut 20 is built in the pile 12. .

ここで、本実施形態では、複数の逆打ち支柱２０で上部構造１４の施工済みの部分を支持した状態で、当該部分の下方へ掘削を進めながら、上部構造１４の下層側の施工を進めていくところ、上部構造１４の施工が下層側へ進むにつれて、複数の逆打ち支柱２０が下層側まで梁やスラブ等により強固に結合されるようになり、各逆打ち支柱２０は他の逆打ち支柱や梁やスラブ等により水平方向に支えられるようになる。即ち、上部構造１４の施工の初期段階では、逆打ち支柱２０の梁やスラブ等による水平方向の支えが少ないため、逆打ち支柱２０を自立可能な状態にする必要があるが、上部構造１４の施工の後期段階では、逆打ち支柱２０の梁やスラブや他の逆打ち支柱２０等による水平方向の支えが多くなるため、逆打ち支柱２０を自立させる必要がなくなる。   Here, in this embodiment, in a state where a portion of the upper structure 14 that has been constructed is supported by a plurality of counter struts 20, the construction on the lower layer side of the upper structure 14 is advanced while excavating below the portion. As the construction of the upper structure 14 progresses to the lower layer side, a plurality of back struts 20 are firmly connected to the lower layer side by beams, slabs, etc. It will be supported horizontally by beams, slabs, etc. That is, in the initial stage of construction of the upper structure 14, since the horizontal support by the beam or slab of the back strut 20 is small, it is necessary to make the back strut 20 stand in a self-supporting state. In the latter stage of construction, horizontal support by the beams and slabs of the backlash strut 20 and other backlash struts 20 increases, so that it is not necessary to make the backlash strut 20 independent.

そこで、上部構造１４の施工が後期段階まで進み、上部構造１４の底部の深さまで掘削されるまでの間、逆打ち支柱２０の下部２０Ｌと上側部２０Ｕとを結合した状態に維持することにより、上部構造１４が施工の初期段階で自立するようにする。そして、図３に示すように、上部構造１４の底部の深さまで掘削が完了して接合構造１０が表出した後、杭１２の頭部のコンクリートのはつり作業を実施し、鋼板２４と下フランジ２２Ｌ及び上フランジ２２Ｕとの締結、フランジ２１Ｌ、２１Ｕの締結を解除することにより、逆打ち支柱２０の下部２０Ｌと上側部２０Ｕとの結合を解除する。また、鋼管１６を杭１２の頭部に設置する。ここで、フランジ２１Ｌ、２１Ｕのボルト挿通孔に挿通されていたボルトＢは、そのまま残置する。   Therefore, by maintaining the construction of the upper structure 14 until the late stage and excavating to the depth of the bottom of the upper structure 14, the lower portion 20L and the upper portion 20U of the counter strut 20 are maintained in a combined state, The superstructure 14 should be self-supporting at the initial stage of construction. Then, as shown in FIG. 3, after excavation is completed to the depth of the bottom of the upper structure 14 and the joint structure 10 is exposed, the concrete is suspended from the head of the pile 12, and the steel plate 24 and the lower flange are The connection between the lower portion 20L and the upper portion 20U of the striking strut 20 is released by releasing the fastening with the 22L and the upper flange 22U and the fastening with the flanges 21L and 21U. Further, the steel pipe 16 is installed on the head of the pile 12. Here, the bolt B inserted through the bolt insertion holes of the flanges 21L and 21U is left as it is.

そして、杭１２の頭部、及び鋼管１６の中詰めコンクリートの打設や、上部構造１４の底部の配筋やコンクリートの打設を実施し、接合構造１０の施工を完了させる。   Then, the head of the pile 12 and the steel tube 16 filled with concrete, the bottom arrangement of the upper structure 14 and the placement of concrete are performed, and the construction of the joint structure 10 is completed.

以上のようにして構築された接合構造１０では、逆打ち支柱２０が、杭１２の頭部と上部構造１４の底部との接合部において、上下に構造的に分割されているため、逆打ち支柱２０が、地震時の水平力に抵抗せず、曲げモーメントを伝達しない。従って、杭頭半剛接合構法を用いて杭１２の頭部と上部構造１４の底部とを接合することによる、地震の水平力により杭１２の頭部に生じる曲げ応力を緩和するという効果が、逆打ち支柱２０により妨げられることを防止できる。   In the joint structure 10 constructed as described above, the back strut 20 is structurally divided vertically at the joint between the head of the pile 12 and the bottom of the upper structure 14. 20 does not resist horizontal forces during an earthquake and does not transmit bending moments. Therefore, the effect of relieving the bending stress generated in the head of the pile 12 by the horizontal force of the earthquake by joining the head of the pile 12 and the bottom of the upper structure 14 using the pile head semi-rigid joint construction method, It is possible to prevent obstruction by the back strut 20.

また、本実施形態に係る接合構造１０の構築方法では、上部構造１４の施工の初期段階では、逆打ち支柱２０の下部２０Ｌと上側部２０Ｕとを結合し、上部構造１４の施工の後期段階になって、逆打ち支柱２０の下部２０Ｌと上側部２０Ｕとを構造的に分割する。これにより、梁やスラブ等による水平方向の支えが少ない施工の初期段階において、逆打ち支柱２０を自立可能にして上部構造１４を支持することができると共に、梁やスラブや他の逆打ち支柱２０等による水平方向の支えが多い施工の後期段階において、上部構造１４を支持するのに支障をきたすことなく逆打ち支柱２０の下部２０Ｌと上側部２０Ｕとを構造的に分割することができる。   Moreover, in the construction method of the joint structure 10 according to the present embodiment, in the initial stage of the construction of the upper structure 14, the lower part 20 </ b> L and the upper part 20 </ b> U of the counter strut 20 are coupled, Thus, the lower portion 20L and the upper portion 20U of the striking strut 20 are structurally divided. Thereby, in the initial stage of construction with little horizontal support by beams, slabs, etc., the back struts 20 can be made self-supporting and the upper structure 14 can be supported, and the beams, slabs, and other back struts 20 can be supported. In the latter stage of construction where there is a lot of horizontal support, etc., the lower portion 20L and the upper portion 20U of the striking strut 20 can be structurally divided without hindering the support of the upper structure 14.

また、本実施形態に係る接合構造１０では、Ｌ型の下フランジ２２Ｕが、逆打ち支柱２０の下部２０Ｌのフランジ２０Ｌｆに溶接されており、その上部が、上側部２０Ｕの下端のフランジ２１Ｕの近傍にその高さに配されている。これにより、逆打ち支柱２０の上側部２０Ｕが下部２０Ｌに対して相対的に水平方向に変位した場合に、当該水平変位が下部２０Ｌの下フランジ２２Ｕにより制限される。なお、逆打ち支柱２０の水平方向の支えが十分であり、逆打ち支柱２０の上側部２０Ｕの下部２０Ｌに対する水平方向の相対変位が微小である場合には、下フランジ２２Ｌにより逆打ち支柱２０の上側部２０Ｕの下部２０Ｌに対する水平方向の相対変位を制限することは必須ではない。   Further, in the joint structure 10 according to the present embodiment, the L-shaped lower flange 22U is welded to the flange 20Lf of the lower portion 20L of the reverse strut 20 and the upper portion is in the vicinity of the flange 21U at the lower end of the upper portion 20U. It is arranged at the height. Thereby, when the upper part 20U of the striking strut 20 is displaced in the horizontal direction relative to the lower part 20L, the horizontal displacement is limited by the lower flange 22U of the lower part 20L. In addition, when the horizontal support of the striking strut 20 is sufficient and the relative displacement in the horizontal direction with respect to the lower portion 20L of the upper portion 20U of the striking strut 20 is very small, the bottom strut 20 is supported by the lower flange 22L. It is not essential to limit the relative displacement in the horizontal direction with respect to the lower portion 20L of the upper portion 20U.

また、逆打ち支柱２０の上下のフランジ２１Ｕ、２１Ｌのボルト挿通孔にボルトＢを挿通させた状態で残置していることにより、当該ボルトＢによっても、逆打ち支柱２０の上側部２０Ｕの下部２０Ｌに対する水平方向の相対変位が制限される。なお、逆打ち支柱２０の水平方向の支えが十分であり、逆打ち支柱２０の上側部２０Ｕの下部２０Ｌに対する水平方向の相対変位が微小である場合には、ボルトＢを残置しなくてもよい。   Further, since the bolt B is left inserted in the bolt insertion holes of the upper and lower flanges 21U and 21L of the reverse strut 20, the lower portion 20L of the upper portion 20U of the reverse strut 20 is also retained by the bolt B. The relative displacement in the horizontal direction with respect to is limited. In addition, when the horizontal support of the striking strut 20 is sufficient and the relative displacement in the horizontal direction with respect to the lower portion 20L of the upper portion 20U of the striking strut 20 is very small, the bolt B may not be left. .

図４は、他の実施形態に係る接合構造１００を示す立断面図である。この図に示すように、本実施形態に係る接合構造１００では、逆打ち工法に替えて順打ち工法により上部構造１４が施工され、上述の十字形鋼である逆打ち支柱２０に替えて鋼管柱１２０が杭１２に建て込まれている。また、本実施形態に係る接合構造１００では、杭頭半剛接合構法を用いた接合構造として、ＰＣリング１１６を上部構造１４の底部に埋設し、そのＰＣリング１１６に杭１２の頭部を挿入し、ＰＣリング１１６の内周下端部と杭１２の頭部とを非接触にした構造を採用している。   FIG. 4 is an elevational sectional view showing a joint structure 100 according to another embodiment. As shown in this figure, in the joint structure 100 according to the present embodiment, the upper structure 14 is constructed by the forward striking method instead of the reverse striking method, and the steel pipe column is replaced by the above-mentioned striking strut 20 which is a cross-shaped steel. 120 is built in the pile 12. In the joint structure 100 according to the present embodiment, as a joint structure using the pile head semi-rigid joint construction method, the PC ring 116 is embedded in the bottom of the upper structure 14 and the head of the pile 12 is inserted into the PC ring 116. And the structure which made the inner peripheral lower end part of PC ring 116 and the head of the pile 12 non-contact is employ | adopted.

鋼管柱１２０は、杭１２の頭部と上部構造１４の底部との接合部において上下に構造的に分割されており、その鋼管柱１２０の下部１２０Ｌと上側部１２０Ｕとの分割線は、ＰＣリング１１６の上端と同じ高さに配されている。また、鋼管柱１２０の下部１２０Ｌの上端と上側部１２０Ｕの下端とには夫々、正方形状のフランジ１２１Ｌ、１２１Ｕが溶接されており、これらが当接している。このフランジ１２１Ｌ、１２１Ｕには、各辺に２個のボルト挿通用の孔が空けられており、ボルトＢが挿通されている。ここで、ボルトＢにナットは取り付けられておらず、ボルトＢは、孔に挿通されてフランジ１２１Ｌ、１２１Ｕの相対的な水平変位を制限しているのみである。   The steel pipe column 120 is structurally divided up and down at the joint between the head of the pile 12 and the bottom of the upper structure 14, and the dividing line between the lower part 120L and the upper part 120U of the steel pipe pillar 120 is a PC ring. It is arranged at the same height as the upper end of 116. Further, square flanges 121L and 121U are welded to the upper end of the lower part 120L of the steel pipe column 120 and the lower end of the upper part 120U, respectively, and these are in contact with each other. In the flanges 121L and 121U, two holes for inserting bolts are formed on each side, and the bolt B is inserted. Here, no nut is attached to the bolt B, and the bolt B is only inserted through the hole to limit the relative horizontal displacement of the flanges 121L and 121U.

以上のような構成の接合構造１００を施工する際には、鋼管柱１２０を、その下部１２０Ｌと上側部１２０ＵとをボルトＢ及びナットでフランジ１２１Ｌ、１２１Ｕを締結することにより結合した状態で杭１２に建て込み、上部構造１４の底部を施工する前に、ボルトＢ及びナットによるフランジ１２１Ｌ、１２１Ｕの締結を解除して、鋼管柱１２０の下部１２０Ｌと上側部１２０Ｕとの結合を解除すればよい。   When constructing the joining structure 100 having the above-described configuration, the steel pipe column 120 is piled in a state where the lower part 120L and the upper part 120U are joined by fastening the flanges 121L and 121U with bolts B and nuts. The flanges 121L and 121U with bolts B and nuts are released before the bottom part of the upper structure 14 is constructed, and the connection between the lower part 120L and the upper part 120U of the steel pipe column 120 may be released.

図５は、他の実施形態に係る接合構造２００を示す立面図である。この図に示すように、本実施形態に係る接合構造２００では、下フランジ２２Ｌ及び上フランジ２２Ｕを備えない以外は上述の逆打ち支柱２０と同様の構成の逆打ち支柱２２０が杭１２に建て込まれている。また、本実施形態に係る接合構造２００では、杭頭半剛接合構法を用いた接合構造として、上面２１６Ａから下側の開口部へかけて半径が拡大する円錐台形状の鋼板２１６を、上部構造１４の底部に埋設し、その鋼板２１６に杭１２の頭部を挿入した構造を採用している。なお、鋼板２１６の上面２１６Ａには、逆打ち支柱２２０が貫通する孔が空けられている。また、逆打ち支柱２２０の下部２２０Ｌと上側部２２０Ｕとの分割線は、鋼板２１６の上面２１６Ａと同じ高さに配されている。   FIG. 5 is an elevation view showing a joint structure 200 according to another embodiment. As shown in this figure, in the joint structure 200 according to the present embodiment, a reverse strut 220 having the same configuration as the reverse strut 20 described above is built in the pile 12 except that the lower flange 22L and the upper flange 22U are not provided. It is rare. Further, in the joint structure 200 according to the present embodiment, as a joint structure using a pile head semi-rigid joint construction method, a truncated cone-shaped steel plate 216 whose radius increases from the upper surface 216A to the lower opening is used as an upper structure. 14, and a structure in which the head of the pile 12 is inserted into the steel plate 216 is employed. In addition, a hole through which the counter strut 220 penetrates is formed in the upper surface 216A of the steel plate 216. The dividing line between the lower portion 220 </ b> L and the upper portion 220 </ b> U of the counter strut 220 is arranged at the same height as the upper surface 216 </ b> A of the steel plate 216.

なお、上述の実施形態は、本発明の理解を容易にするためのものであり、本発明を限定するものではない。本発明はその趣旨を逸脱することなく、変更、改良され得ると共に本発明にはその等価物が含まれることは勿論である。例えば、上述の実施形態では、ボルト及びナットによりフランジ２１Ｌ、２１Ｕや下フランジ２２Ｌ、上フランジ２２Ｕを締結することにより逆打ち支柱２０の下部２０Ｌと上側部２０Ｕとを結合し、締結を解除することにより結合を解除したが、例えば、下フランジ２２Ｌと上フランジ２２Ｕとを一体で形成することにより逆打ち支柱２０の下部２０Ｌと上側部２０Ｕとを結合し、下フランジ２２Ｌと上フランジ２２Ｕとを破断することにより結合を解除する等してもよい。   In addition, the above-mentioned embodiment is for making an understanding of this invention easy, and does not limit this invention. It goes without saying that the present invention can be changed and improved without departing from the gist thereof, and that the present invention includes equivalents thereof. For example, in the above-described embodiment, the lower portion 20L and the upper portion 20U of the striking strut 20 are coupled by releasing the fastening by fastening the flanges 21L, 21U, the lower flange 22L, and the upper flange 22U with bolts and nuts. For example, the lower flange 22L and the upper flange 22U are integrally formed by connecting the lower portion 20L and the upper portion 20U of the counter strut 20 and breaking the lower flange 22L and the upper flange 22U. By doing so, the coupling may be released.

１０ 接合構造、１２ 杭、１４ 上部構造、１６ 鋼管、２０ 逆打ち支柱（鉄骨柱）、２０Ｌ 下部、２０Ｕ 上側部、２０Ｌｆ、２０Ｕｆ フランジ、２１Ｌ、２１Ｕ フランジ（結合部）、２２Ｌ 下フランジ（結合部）、２２Ｕ 上フランジ（結合部）、２３Ｌ、２３Ｕ 被締結部、２４ 鋼板、１００ 接合構造、１１６ ＰＣリング、１２０ 鋼管柱（鉄骨柱）、１２０Ｌ 下部、１２０Ｕ 上側部、１２１Ｌ、１２１Ｕ フランジ（結合部）、２００ 接合構造、２１６ 鋼板、２１６Ａ 上面、２２０ 逆打ち支柱（鉄骨柱）、２２０Ｌ 下部、２２０Ｕ 上側部 10 joint structure, 12 pile, 14 upper structure, 16 steel pipe, 20 counter strut (steel column), 20L lower part, 20U upper part, 20Lf, 20Uf flange, 21L, 21U flange (joint part), 22L lower flange (joint part) ), 22U Upper flange (joint part), 23L, 23U Fastened part, 24 steel plate, 100 joint structure, 116 PC ring, 120 steel pipe pillar (steel column), 120L lower part, 120U upper part, 121L, 121U flange (joint part) ), 200 joint structure, 216 steel plate, 216A top surface, 220 reverse strut (steel column), 220L lower part, 220U upper part

Claims (3)

鉄骨柱の下部が埋め込まれた杭と、該杭に支持される上部構造とが、杭頭半剛接合構法を用いて接合された杭と上部構造との接合構造であって、
前記鉄骨柱は、前記下部とその上側とが構造的に分割されていると共に、前記下部とその上側とを結合するのに用いる結合部を備え、前記下部とその上側との結合が解除されており、
前記結合部は、
前記鉄骨柱の前記下部とその上側との側面から夫々張り出した下フランジ及び上フランジを備え、
前記下フランジの上端は、前記鉄骨柱の分割線より上側に配されていることを特徴とする杭と上部構造との接合構造。 The pile in which the lower part of the steel column is embedded, and the upper structure supported by the pile are joint structures of the pile and the upper structure joined using the pile head semi-rigid joint construction method,
The steel column has a structure in which the lower part and the upper side thereof are structurally divided, and includes a connecting part used to connect the lower part and the upper side, and the connection between the lower part and the upper side is released. And
The coupling portion is
A lower flange and an upper flange respectively projecting from the side surfaces of the lower part and the upper side of the steel column;
An upper end of the lower flange is arranged above the dividing line of the steel column, and is a joining structure of a pile and an upper structure. 前記上部構造は、逆打ち工法を用いて構築された地下躯体であり、
前記鉄骨柱は、前記地下躯体を支持する逆打ち支柱であることを特徴とする請求項１に記載の杭と上部構造との接合構造。 The superstructure is an underground building constructed using a reverse driving method,
The joint structure of a pile and an upper structure according to claim 1, wherein the steel column is a reverse strut supporting the underground frame. 鉄骨柱の下部を埋め込む杭と、該杭で支持する上部構造とを、杭頭半剛接合構法を用いて接合する杭と上部構造との接合方法であって、
前記下部とその上側とが構造的に分割されている前記鉄骨柱を、前記下部とその上側とを結合した状態で建て込み、前記上部構造の施工を進めた後に、前記鉄骨柱の前記下部とその上側との結合を解除し、
前記下部とその上側とを結合する結合部は、前記鉄骨柱の前記下部とその上側との側面から夫々張り出した下フランジ及び上フランジを備え、前記下フランジの上端は、前記鉄骨柱の分割線より上側に配されていることを特徴とする杭と上部構造との接合方法。 A pile that embeds a lower part of a steel column and an upper structure that is supported by the pile, using a pile head semi-rigid joint construction method, and a joining method of a pile and an upper structure,
The steel column in which the lower part and the upper side thereof are structurally divided is built in a state where the lower part and the upper side are combined, and after the construction of the upper structure is advanced, the lower part of the steel column and Release the connection with the upper side ,
The connecting portion that connects the lower portion and the upper side thereof includes a lower flange and an upper flange that project from the side surfaces of the lower portion and the upper portion of the steel column, respectively, and the upper end of the lower flange is a dividing line of the steel column. A method of joining a pile and a superstructure characterized by being arranged on the upper side .
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