JP5690131B2

JP5690131B2 - Structure

Info

Publication number: JP5690131B2
Application number: JP2010285054A
Authority: JP
Inventors: 裕次石川; 靖昌宮内; 史夫渡邉; 丈士片山; 忠男上田; 吉雄丹野; 木村　秀樹; 秀樹木村; 東野　雅彦; 雅彦東野; 上田　博之; 博之上田
Original assignee: Takenaka Corp
Current assignee: Takenaka Corp
Priority date: 2010-12-21
Filing date: 2010-12-21
Publication date: 2015-03-25
Anticipated expiration: 2030-12-21
Also published as: JP2012132201A

Description

本発明は、プレキャストコンクリート部材で構築された構造物に関する。 The present invention relates to a structure constructed of precast concrete members.

特許文献１には、柱と梁とを接合して構築される鉄筋コンクリート造の構造物が記載されている。そして、この構造物における梁主筋の端部のコンクリートへの付着強度は、実質的にゼロ（アンボンド状態）とされている。 Patent Document 1 describes a reinforced concrete structure constructed by joining columns and beams. And the adhesion strength to the concrete of the edge part of the beam main reinforcement in this structure is made into substantially zero (unbonded state).

詳細には、梁主筋の端部に補強筒を外挿することで、コンクリートに対して梁主筋の端部をアンボンド状態としている。そして、地震の際に優先的に梁主筋の端部を降伏させている。このように、梁主筋の端部を積極的に降伏させることで、地震エネルギーを吸収するようになっている。 Specifically, the end of the beam main bar is unbonded with respect to the concrete by extrapolating a reinforcing tube to the end of the beam main bar. In the event of an earthquake, the end of the beam main bar is yielded preferentially. In this way, the end of the beam main bar is actively yielded to absorb the seismic energy.

特開２００３−１５５７７８号公報JP 2003-155778 A

しかし、従来の構造物では、アンボンド状態とされた梁主筋は降伏して塑性変形するため、梁主筋のアンボンド領域には残留変形が残ってしまっていた。 However, in the conventional structure, since the unbonded beam main bar yields and plastically deforms, residual deformation remains in the unbonded region of the beam main bar.

本発明の課題は、アンボンド領域を積極的に降伏させて地震エネルギーを吸収した上で、アンボンド領域（固定力低下部）の残留変形を抑制することである。 The subject of this invention is suppressing the residual deformation | transformation of an unbond area | region (fixed force reduction part), after yielding an unbond area | region actively and absorbing a seismic energy.

本発明の請求項１に係る構造物は、プレキャストコンクリート製の柱部材と、端面が前記柱部材の柱仕口部と接合されるプレキャストコンクリート製の梁部材と、前記柱部材の前記柱仕口部及び前記梁部材を貫通して設けられる筒状部材と、前記筒状部材に挿通されると共に、張力が付与されて前記柱部材と前記梁部材とを連結する連結部材と、前記梁部材に設けられ、前記梁部材の長手方向の一端部から他端部にかけて配置される梁主筋と、前記柱部材の前記柱仕口部に設けられ、前記梁主筋の端部と端部が対向するように設けられる第１柱鉄筋と、前記端面又は前記柱仕口部の一方に設けられ、前記端面又は前記柱仕口部の一部を凹状とすることで形成されると共に、前記梁主筋の端部又は前記第１柱鉄筋の端部が配置される第１挿入部と、前記第１挿入部が設けられない前記端面又は前記柱仕口部に設けられ、前記端面又は前記柱仕口部の一部を凹状とすることで形成され、前記梁主筋の端部又は前記第１柱鉄筋の端部が配置される第１収容部と、前記第１収容部に収容され、前記柱仕口部と前記端面とを接合する際には前記第１収容部から引き出され、前記第１収容部と前記第１挿入部とに跨るように配置されると前記梁主筋と前記第１柱鉄筋とが挿通される円筒状の第１スリーブ継手と、前記第１スリーブ継手が前記第１収容部と前記第１挿入部とに跨るように配置された状態で、前記第１挿入部と前記第１収容部とに充填され、前記第１スリーブ継手を前記梁主筋と前記第１柱鉄筋とに固定して前記端面と前記柱仕口部を接合する充填剤と、前記第１挿入部又は前記第１収容部の内部に配置される前記梁主筋に設けられ、前記第１収容部と前記第１挿入部とに跨るように配置された前記第１スリーブ継手に対して前記梁主筋の延伸方向において離れた位置に配置され、前記充填剤との固定力が低下された固定力低下部と、を備えることを特徴とする。 The structure according to claim 1 of the present invention includes a column member made of precast concrete, a beam member made of precast concrete whose end face is joined to a column joint portion of the column member, and the column joint of the column member. A tubular member provided through the portion and the beam member, a connecting member that is inserted through the cylindrical member and that connects the column member and the beam member with tension applied thereto, and the beam member The beam main bar arranged from one end to the other end in the longitudinal direction of the beam member and the column joint of the column member so that the end and end of the beam main bar face each other A first column reinforcing bar provided on one of the end face or the column joint part, and formed by making a part of the end face or the column joint part concave, and an end of the beam main bar Part or the first insertion part in which the end of the first column reinforcing bar is arranged The first insertion portion is not provided on the end surface or the column connection portion, and is formed by making a part of the end surface or the column connection portion into a concave shape. A first accommodating portion in which an end of the first column reinforcing bar is disposed; and the first accommodating portion is accommodated in the first accommodating portion, and is pulled out from the first accommodating portion when the column connection portion and the end surface are joined, When arranged so as to straddle the first housing portion and the first insertion portion, a cylindrical first sleeve joint through which the beam main reinforcement and the first column reinforcement are inserted, and the first sleeve joint The first insertion portion and the first accommodation portion are filled in a state of being disposed across the first accommodation portion and the first insertion portion, and the first sleeve joint is connected to the beam main reinforcement and the first A filler that is fixed to a column reinforcing bar and joins the end face and the column fitting, and the first insertion unit or the first insertion unit. It provided in the beam main reinforcement which is positioned inside the housing portion, away in the stretching direction of the beam main reinforcement to the first housing portion and said first arranged so as to extend over the insertion portion to said first sleeve coupling And a fixing force reducing portion that is disposed at a different position and has a reduced fixing force with the filler.

上記構成による構造物によれば、柱部材及び梁部材に地震などで外力が作用すると、柱部材と梁部材とは相対的に移動する。柱部材と梁部材とが相対移動すると、連結部材に作用する張力が大きくなり、柱部材及び梁部材は、元の状態への復元しようとする。 According to the structure having the above configuration, when an external force acts on the column member and the beam member due to an earthquake or the like, the column member and the beam member move relatively. When the column member and the beam member move relative to each other, the tension acting on the connecting member increases, and the column member and the beam member attempt to restore the original state.

また、柱部材と梁部材とが相対移動すると、充填剤との固定力が低下された梁主筋の固定力低下部が引っ張られ、固定力低下部は塑性変形をして外力からのエネルギーを吸収する。 In addition, when the column member and the beam member move relative to each other, the fixing force lowering part of the beam main bar, whose fixing force with the filler is reduced, is pulled, and the fixing force reducing part plastically deforms to absorb the energy from the external force. To do.

つまり、柱部材及び梁部材に外力が作用すると、連結部材に作用する張力によって生じる復元力と、梁主筋における固定力低下部の塑性変形によるエネルギー吸収と、が同時に作用する。 That is, when an external force acts on the column member and the beam member, the restoring force generated by the tension acting on the connecting member and the energy absorption due to the plastic deformation of the fixing force lowering portion in the beam main bar simultaneously act.

すなわち、固定力低下部を積極的に塑性変形（降伏）させて地震エネルギーを吸収した上で、固定力低下部の残留変形を抑制することができる。 That is, it is possible to positively plastically deform (yield) the fixing force lowering portion to absorb seismic energy, and to suppress residual deformation of the fixing force lowering portion.

また、固定力低下部が積極的に塑性変形するため、他の部位で局部的に外力が集中するのを抑制することができる。 Further, since the fixing force lowering portion actively plastically deforms, it is possible to suppress the concentration of external force locally at other parts.

また、梁主筋の固定力低下部は、第１挿入部又は第１収容部内に設けられているため、固定力低下部を容易に梁主筋に施工することができる。 Moreover, since the fixing force reduction | decrease part of a beam main reinforcement is provided in the 1st insertion part or the 1st accommodating part, a fixing force reduction | decrease part can be easily constructed to a beam main reinforcement.

本発明の請求項２に係る構造物は、請求項１に記載において、前記梁部材に設けられ、前記梁部材の長手方向の一端部から前記梁主筋に沿って延び、途中で屈曲されると共に、前記梁部材の内部で切断される梁鉄筋と、前記柱部材の前記柱仕口部に設けられ、前記梁鉄筋の端部と端部が対向するように設けられる第２柱鉄筋と、前記端面又は前記柱仕口部の一方に設けられ、前記端面又は柱仕口部の一部を凹状とすることで形成されると共に、前記梁鉄筋の端部又は前記第２柱鉄筋の端部が配置される第２挿入部と、前記第２挿入部が設けられない前記端面又は前記柱仕口部に設けられ、前記端面又は前記柱仕口部の一部を凹状とすることで形成され、前記梁鉄筋の端部又は前記第２柱鉄筋の端部が配置される第２収容部と、前記第２収容部に収容され、前記柱仕口部と前記端面とを接合する際には前記第２収容部から引き出され、前記第２収容部と前記第２挿入部とに跨るように配置されると前記梁鉄筋と前記第２柱鉄筋とが挿通する円筒状の第２スリーブ継手と、前記第２スリーブ継手が前記第２収容部と前記第２挿入部とに跨るように配置された状態で、前記第２挿入部と前記第２収容部とに充填され、前記第２スリーブ継手を前記梁鉄筋と前記第２柱鉄筋とに固定して前記端面と前記柱仕口部を接合する充填剤と、を備え、前記固定力低下部は、前記端面から離れて設けられることを特徴とする。 A structure according to a second aspect of the present invention is the structure according to the first aspect, wherein the structure is provided on the beam member, extends from one longitudinal end portion of the beam member along the beam main bar, and is bent in the middle. A beam reinforcing bar cut inside the beam member; a second column reinforcing bar provided at the column connection portion of the column member; and an end portion of the beam reinforcing member facing the end portion; It is provided on one of the end face or the column connection part, and is formed by making a part of the end face or the column connection part concave, and the end part of the beam reinforcing bar or the end part of the second column reinforcing part is provided A second insertion portion to be disposed; and provided at the end surface or the column fitting portion where the second insertion portion is not provided, and formed by making a part of the end surface or the column fitting portion concave. A second housing part in which an end of the beam reinforcing bar or an end of the second column reinforcing bar is disposed; and the second housing part The beam reinforcing bar is accommodated and pulled out from the second accommodating part when joining the column fitting part and the end face, and arranged so as to straddle the second accommodating part and the second insertion part. And the second sleeve joint through which the second column rebar is inserted, and the second sleeve joint is disposed so as to straddle the second housing portion and the second insertion portion. A filler that fills the insertion portion and the second housing portion and fixes the second sleeve joint to the beam reinforcing bar and the second column reinforcing bar to join the end face and the column fitting portion; The fixing force reducing portion is provided apart from the end face.

上記構成による構造物によれば、柱部材の柱仕口部と梁部材の端面とは、第１スリーブ継手及び第２スリーブ継手によって接合される。また、梁鉄筋は、途中で屈曲され、梁部材の内部で切断されており、引張力に対する抗力が発揮されないようになっている。 According to the structure having the above configuration, the column connection portion of the column member and the end surface of the beam member are joined by the first sleeve joint and the second sleeve joint. Further, the beam reinforcing bar is bent in the middle and is cut inside the beam member, so that the resistance against the tensile force is not exhibited.

柱部材及び梁部材に地震などで外力が作用すると、柱部材と梁部材とが相対的に移動し、柱仕口部と端面との合わせ目に最も大きな曲げモーメントが発生する。そして、梁部材に生じる曲げモーメントは、端面から遠ざかるほど小さくなる。 When an external force is applied to the column member and the beam member due to an earthquake or the like, the column member and the beam member relatively move, and the largest bending moment is generated at the joint between the column joint portion and the end surface. And the bending moment which arises in a beam member becomes so small that it distances from an end surface.

ここで、前述したように、柱仕口部と端面は、第１スリーブ継手と第２スリーブ継手とによって接合されている。そして、第２スリーブ継手は、引張力に対する抗力が発揮されない梁鉄筋に固定され、第１スリーブ継手は、固定力低下部を備えた梁主筋に固定されている。さらに、梁主筋に設けられた固定力低下部は、端面から離れて設けられている。 Here, as described above, the column joint portion and the end surface are joined by the first sleeve joint and the second sleeve joint. The second sleeve joint is fixed to a beam reinforcing bar that does not exhibit a drag force against the tensile force, and the first sleeve coupling is fixed to a beam main reinforcing bar having a fixing force reducing portion. Furthermore, the fixing force reduction part provided in the beam main reinforcement is provided apart from the end face.

つまり、最も大きな曲げモーメントが発生する柱仕口部と端面との合わせ目は、第１スリーブ継手と第２スリーブ継手とが配置されているため、耐力が大きくなっており、第１スリーブ継手及び第２スリーブ継手の塑性変形は抑制される。 That is, since the first sleeve joint and the second sleeve joint are disposed at the joint between the column joint portion and the end surface where the largest bending moment is generated, the proof stress is increased. Plastic deformation of the second sleeve joint is suppressed.

これに対して、梁主筋に設けられた固定力低下部は、端面から離れて設けられているため、固定力低下部で発生する曲げモーメントは、柱仕口部と端面との合わせ目と比較して小さくなる。しかし、梁鉄筋は引張力に対する抗力が発揮しないため、固定力低下部の近傍では曲げモーメントに対する耐力が小さくなっている。これにより、固定力低下部に曲げモーメントが充分作用し、固定力低下部が塑性変形するため、地震エネルギーを充分に吸収することができる。 On the other hand, since the fixing force reduction part provided in the beam reinforcement is provided away from the end face, the bending moment generated in the fixing force reduction part is compared with the joint between the column joint part and the end face. And get smaller. However, since the beam reinforcement does not exert a resistance against the tensile force, the resistance against the bending moment is small in the vicinity of the fixed force reduction portion. As a result, the bending moment sufficiently acts on the fixed force reduced portion and the fixed force reduced portion is plastically deformed, so that the seismic energy can be sufficiently absorbed.

本発明によれば、固定力低下部（アンボンド領域）を積極的に降伏させて地震エネルギーを吸収した上で、固定力低下部の残留変形を抑制することができる。 According to the present invention, it is possible to suppress the residual deformation of the fixing force reduction portion after positively yielding the fixing force reduction portion (unbond region) to absorb the seismic energy.

本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された梁部材を示した側面図である。It is the side view which showed the beam member employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された梁部材を示した側面図である。It is the side view which showed the beam member employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. 本発明の第１実施形態に係る構造物に採用された柱部材及び梁部材を示した斜視図である。It is the perspective view which showed the column member and the beam member which were employ | adopted as the structure based on 1st Embodiment of this invention. （Ａ）梁部材に張力のみを作用させたときの層間変形角とモーメントのグラフを表した図面である。（Ｂ）梁部材に鉄筋のみを用いて降伏させたときの層間変形角とモーメントのグラフを表した図面である。（Ｃ）本発明の第１実施形態に係る梁部材における層間変形角とモーメントのグラフを表した図面である。(A) It is drawing which represented the graph of an interlayer deformation angle and moment when only a tension | tensile_strength is made to act on a beam member. (B) It is drawing which represented the graph of an interlayer deformation angle and a moment when yielding using only a reinforcing bar for a beam member. (C) It is drawing which represented the graph of the interlayer deformation angle and moment in the beam member which concerns on 1st Embodiment of this invention. 本発明の第２実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 2nd Embodiment of this invention. 本発明の第２実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 2nd Embodiment of this invention. 本発明の第２実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 2nd Embodiment of this invention. 本発明の第２実施形態に係る構造物に採用された柱部材及び梁部材を示した側面図である。It is the side view which showed the column member and the beam member which were employ | adopted as the structure based on 2nd Embodiment of this invention.

本発明の第１実施形態に係るプレキャストコンクリート部材で構築された構造物の一例について図１〜図１３に従って説明する。なお、図中矢印ＵＰは、鉛直方向上方を示す。 An example of a structure constructed of precast concrete members according to the first embodiment of the present invention will be described with reference to FIGS. In addition, arrow UP in a figure shows the perpendicular direction upper direction.

（全体構成）
図１２に示されるように、構造物３２は、垂直方向に延びるプレキャスト製（以下、ＰＣａ製）の柱部材１２と、柱部材１２の間に配置され、水平方向に延びるＰＣａ製の梁部材１４とを含んで構成されている。 (overall structure)
As shown in FIG. 12, the structure 32 includes a column member 12 made of precast (hereinafter referred to as “PCa”) extending in the vertical direction and a beam member 14 made of PCa disposed between the column members 12 and extending in the horizontal direction. It is comprised including.

梁部材１４の端面２８は、矩形状とされており、端面２８の上縁辺及び下縁辺に沿うように、夫々４個のシース管４２が埋め込まれている。また、シース管４２の内部には、凹状の収容部４４（図７、図８参照）が形成されている。そして、シース管４２の端部が、端面２８から突出しないようにシース管４２は梁部材１４に埋め込まれている。 The end face 28 of the beam member 14 has a rectangular shape, and four sheath tubes 42 are embedded along the upper edge and the lower edge of the end face 28, respectively. A concave housing portion 44 (see FIGS. 7 and 8) is formed inside the sheath tube. The sheath tube 42 is embedded in the beam member 14 so that the end portion of the sheath tube 42 does not protrude from the end surface 28.

さらに、収容部４４は、外側に配置されると共に後述する梁主筋４８の端部が配置される第１収容部４４Ａ（図７参照）と、第１収容部４４Ａの内側に配置されると共に後述する梁鉄筋１６の端部が配置される第２収容部４４Ｂ（図８参照）とを備えている。 Furthermore, the accommodating part 44 is arrange | positioned inside and the 1st accommodating part 44A (refer FIG. 7) by which the edge part of the beam main reinforcement 48 mentioned later is arrange | positioned outside and the 1st accommodating part 44A is arrange | positioned later. 2nd accommodating part 44B (refer FIG. 8) by which the edge part of the beam reinforcement 16 to be arrange | positioned is provided.

また、図７に示されるように、第１収容部４４Ａには、円筒状の第１スリーブ継手４６が収納されている。さらに、図９に示されるように、梁部材１４の両端に設けられた端面２８に配置される第１スリーブ継手４６を連結させるように、外周面に凹凸形状が形成された梁主筋４８が梁部材１４の内部に設けられている。そして、梁主筋４８の端部は、第１スリーブ継手４６の内部に挿入され、端面２８から突出しないようになっている。 Further, as shown in FIG. 7, a cylindrical first sleeve joint 46 is accommodated in the first accommodating portion 44A. Furthermore, as shown in FIG. 9, the beam main reinforcement 48 having an uneven shape on the outer peripheral surface is connected to the beam so as to connect the first sleeve joints 46 arranged on the end surfaces 28 provided at both ends of the beam member 14. It is provided inside the member 14. The end portion of the beam main reinforcement 48 is inserted into the first sleeve joint 46 so as not to protrude from the end face 28.

さらに、図７に示されるように、第１収容部４４Ａの内部に配置される梁主筋４８には、後述する充填剤３４との固定力が低下される固定力低下部２４（アンボンド領域）が設けられている。詳細には、梁主筋４８の外周面に例えば樹脂テープ等を巻き付けることで梁主筋４８の外周面を平らにし、充填剤３４との固定力が低下される固定力低下部２４が設けられている。 Further, as shown in FIG. 7, the beam main reinforcement 48 arranged inside the first accommodating portion 44 A has a fixing force reduction portion 24 (unbond region) where the fixing force with the filler 34 described later is reduced. Is provided. Specifically, for example, a resin tape or the like is wound around the outer peripheral surface of the beam main reinforcing bar 48 to flatten the outer peripheral surface of the beam main reinforcing member 48, and a fixing force reducing portion 24 is provided in which the fixing force with the filler 34 is reduced. .

また、図８に示されるように、第２収容部４４Ｂには、円筒状の第２スリーブ継手１８が収納されている。さらに、図１０に示されるように、梁部材１４の長手方向の一端部から梁主筋４８（図７参照）に沿って延び、途中で屈曲されると共に、梁部材１４の内部で切断される梁鉄筋１６が梁部材１４の内部に設けられている。そして、梁鉄筋１６の外周面には、凹凸形状が形成され、梁鉄筋１６の端部は、第２スリーブ継手１８の内部に挿入され、端面２８から突出しないようになっている。 Further, as shown in FIG. 8, a cylindrical second sleeve joint 18 is housed in the second housing portion 44B. Further, as shown in FIG. 10, the beam that extends from one longitudinal end of the beam member 14 along the beam main bar 48 (see FIG. 7), is bent in the middle, and is cut inside the beam member 14. A reinforcing bar 16 is provided inside the beam member 14. An uneven shape is formed on the outer circumferential surface of the beam reinforcing bar 16, and the end of the beam reinforcing bar 16 is inserted into the second sleeve joint 18 so as not to protrude from the end surface 28.

また、図１２に示されるように、端面２８の下縁辺に沿って端部に配置されたシース管４２の側面には、梁部材１４の下面まで貫通し、充填剤としての充填剤３４（図３参照）をシース管４２内に注入可能とするグラウト注入孔５０が設けられている。さらに、端面２８において、グラウト注入孔５０が設けられたシース管４２に対して対角線上に設けられたシース管４２の側面には、梁部材１４の上面まで貫通し、余分な充填剤３４を外部へ排出するグラウト排出孔５２が設けられている。 Further, as shown in FIG. 12, the side surface of the sheath tube 42 disposed at the end along the lower edge of the end surface 28 penetrates to the lower surface of the beam member 14, and the filler 34 (see FIG. A grout injection hole 50 is provided to enable injection into the sheath tube 42. Further, on the end face 28, the side surface of the sheath tube 42 provided diagonally with respect to the sheath tube 42 provided with the grout injection hole 50 penetrates to the upper surface of the beam member 14, and the extra filler 34 is passed through to the outside. A grout discharge hole 52 is provided for discharging to the surface.

また、梁部材１４の中央には、梁部材１４の長手方向に沿って配置される共に、後述するＰＣ鋼線５４（図１１参照）が挿入されるシース管５６が設けられている。そして、シース管５６の端部が端面２８から突出しないように、シース管５６が梁部材１４に埋め込まれている。 In addition, a sheath tube 56 is provided in the center of the beam member 14 and is disposed along the longitudinal direction of the beam member 14 and into which a PC steel wire 54 (see FIG. 11) described later is inserted. The sheath tube 56 is embedded in the beam member 14 so that the end portion of the sheath tube 56 does not protrude from the end surface 28.

これに対して、梁部材１４の端面２８が接合される柱部材１２の柱仕口部２６には、端面２８に設けられたシース管４２と対向するように、シース管４２と同径のシース管５８が埋め込まれおり、このシース管５８の内部には、凹状の挿入部６０が形成されている。そして、シース管５８の端部が、柱仕口部２６から突出しないようにシース管５８は柱部材１２に埋め込まれている。 On the other hand, a sheath having the same diameter as that of the sheath tube 42 is formed in the column joint portion 26 of the column member 12 to which the end surface 28 of the beam member 14 is joined so as to face the sheath tube 42 provided on the end surface 28. A tube 58 is embedded, and a concave insertion portion 60 is formed inside the sheath tube 58. The sheath tube 58 is embedded in the column member 12 so that the end portion of the sheath tube 58 does not protrude from the column mouth portion 26.

さらに、挿入部６０は、第１収容部４４Ａと対向する第１挿入部６０Ａ（図７参照）と、第２収容部４４Ｂと対向する第２挿入部６０Ｂ（図８参照）とを備えている。 Furthermore, the insertion portion 60 includes a first insertion portion 60A (see FIG. 7) that faces the first housing portion 44A, and a second insertion portion 60B (see FIG. 8) that faces the second housing portion 44B. .

また、図７に示されるように、柱仕口部２６は、柱部材１２の互いに反対側に配置されるように両面に設けられており（図１１参照）、夫々の柱仕口部２６に設けられた第１挿入部６０Ａを連結させるように、外周面に凹凸形状が形成された第１柱鉄筋６２が埋め込まれている。また、第１柱鉄筋６２の端部は、柱仕口部２６から突出しないように配置されている。 Further, as shown in FIG. 7, the column joint portions 26 are provided on both surfaces so as to be arranged on opposite sides of the column member 12 (see FIG. 11). A first column reinforcing bar 62 having a concavo-convex shape is embedded in the outer peripheral surface so as to connect the provided first insertion portion 60A. Further, the end portion of the first column reinforcing bar 62 is arranged so as not to protrude from the column connection portion 26.

さらに、図８に示されるように、柱部材１２の互いに反対側に配置される柱仕口部２６に設けられた第２挿入部６０Ｂを連結させるように、外周面に凹凸形状が形成された第２柱鉄筋２２が埋め込まれている。また、第２柱鉄筋２２の端部は、柱仕口部２６から突出しないように配置されている。 Further, as shown in FIG. 8, an uneven shape is formed on the outer peripheral surface so as to connect the second insertion portion 60 B provided in the column connection portion 26 disposed on the opposite side of the column member 12. A second column reinforcing bar 22 is embedded. Further, the end of the second column rebar 22 is disposed so as not to protrude from the column connection portion 26.

さらに、図１２に示されるように、柱部材１２には、梁部材１４に設けられたシース管５６と対向するように、シース管５６と同径のシース管６４が、一方の柱仕口部２６から他方の柱仕口部２６にかけて設けられている。 Further, as shown in FIG. 12, the column member 12 has a sheath pipe 64 having the same diameter as the sheath pipe 56 so as to face the sheath pipe 56 provided on the beam member 14. 26 to the other column opening 26.

（作用・効果）
次ぎに、ＰＣａ製の柱部材１２と梁部材１４とを接合させる施工の一例、及び柱部材１２と梁部材１４とを含んで構成される構造物３２の作用について説明する。 (Action / Effect)
Next, an example of construction for joining the PCa column member 12 and the beam member 14 and the operation of the structure 32 including the column member 12 and the beam member 14 will be described.

図７、図８に示されるように、柱部材１２の柱仕口部２６に端面２８が対向するように、梁部材１４を所定の位置に配置する。 As shown in FIG. 7 and FIG. 8, the beam member 14 is arranged at a predetermined position so that the end face 28 faces the column connection portion 26 of the column member 12.

図５に示されるように、梁部材１４の端面２８を柱部材１２の柱仕口部２６に対向させた状態で、第１収容部４４Ａに収納された第１スリーブ継手４６を第１収容部４４Ａから手で引き出して、第１収容部４４Ａと第１挿入部６０Ａとに跨るように配置する。 As shown in FIG. 5, the first sleeve joint 46 accommodated in the first accommodating portion 44 A is connected to the first accommodating portion with the end surface 28 of the beam member 14 facing the column fitting portion 26 of the column member 12. It pulls out from 44A by hand and arrange | positions so that 44 A of 1st accommodating parts and 1st insertion part 60A may be straddled.

同様に、図６に示されるように、梁部材１４の端面２８を柱部材１２の柱仕口部２６に対向させた状態で、第２収容部４４Ｂに収納された第２スリーブ継手１８を第２収容部４４Ｂから手で引き出して、第２収容部４４Ｂと第２挿入部６０Ｂとに跨るように配置する。 Similarly, as shown in FIG. 6, the second sleeve joint 18 housed in the second housing portion 44 B is connected to the second sleeve joint 18 with the end face 28 of the beam member 14 facing the column mouth portion 26 of the column member 12. 2 It pulls out by hand from the accommodating part 44B, and arrange | positions so that it may straddle the 2nd accommodating part 44B and the 2nd insertion part 60B.

次ぎに、図１１に示されるように、ＰＣ鋼線５４を、シース管５６及びシース管６４の内部に挿通させ、図示せぬジャッキでＰＣ鋼線５４に張力を付与する。 Next, as shown in FIG. 11, the PC steel wire 54 is inserted into the sheath tube 56 and the sheath tube 64, and tension is applied to the PC steel wire 54 with a jack (not shown).

図３、図４に示されるように、ＰＣ鋼線５４（図１１参照）に張力を付与した後、梁部材１４の端面２８と柱部材１２の柱仕口部２６との間に形成された目地部６６の外周部をエアーホースや型枠等（図示省略）によって塞ぐ。 As shown in FIGS. 3 and 4, after applying tension to the PC steel wire 54 (see FIG. 11), it was formed between the end face 28 of the beam member 14 and the column fitting portion 26 of the column member 12. The outer peripheral portion of the joint portion 66 is closed with an air hose, a mold, or the like (not shown).

さらに、梁部材１４に形成されたグラウト注入孔５０（図１２参照）から充填剤３４を注入し、第１収容部４４Ａ、第２収容部４４Ｂ、第１挿入部６０Ａ及び第２挿入部６０Ｂ内に目地部６６を介して充填剤３４を充填する。そして、第１収容部４４Ａ、第２収容部４４Ｂ、第１挿入部６０Ａ及び第２挿入部６０Ｂ内に充填剤３４が充填されると、余分な充填剤３４はグラウト排出孔５２（図１２参照）から排出される。さらに、充填した充填剤３４を硬化させて、第１スリーブ継手４６に梁主筋４８及び第１柱鉄筋６２を定着させ、第２スリーブ継手１８に梁鉄筋１６及び第２柱鉄筋２２を定着させて梁部材１４の端面２８を柱部材１２の柱仕口部２６に接合させる。 Further, the filler 34 is injected from the grout injection hole 50 (see FIG. 12) formed in the beam member 14, and the inside of the first storage portion 44A, the second storage portion 44B, the first insertion portion 60A, and the second insertion portion 60B. The filler 34 is filled through the joint 66. Then, when the filler 34 is filled into the first accommodating portion 44A, the second accommodating portion 44B, the first insertion portion 60A, and the second insertion portion 60B, the excess filler 34 is removed from the grout discharge hole 52 (see FIG. 12). ). Further, the filled filler 34 is cured to fix the beam main reinforcing bar 48 and the first column reinforcing bar 62 to the first sleeve joint 46 and fix the beam reinforcing bar 16 and the second column reinforcing bar 22 to the second sleeve joint 18. The end face 28 of the beam member 14 is joined to the column connection portion 26 of the column member 12.

図２に示されるように、このような構造物３２によれば、柱部材１２及び梁部材１４に地震などで外力が作用すると、柱部材１２と梁部材１４とは相対的に移動する。柱部材１２と梁部材１４とが相対移動すると、ＰＣ鋼線５４に作用する張力が大きくなり、柱部材１２及び梁部材１４は、元の状態への復元しようとする。 As shown in FIG. 2, according to such a structure 32, when an external force acts on the column member 12 and the beam member 14 due to an earthquake or the like, the column member 12 and the beam member 14 move relatively. When the column member 12 and the beam member 14 move relative to each other, the tension acting on the PC steel wire 54 increases, and the column member 12 and the beam member 14 attempt to restore to the original state.

図３、図４に示されるように、このような構造物３２によれば、柱部材１２の柱仕口部２６と梁部材１４の端面２８とは、第１スリーブ継手４６及び第２スリーブ継手１８によって接合される。また、第２スリーブ継手１８に充填剤３４によって定着される梁鉄筋１６は、途中で屈曲されて梁部材１４の内部で切断されており、引張力に対する抗力が発揮されない（図１０参照）。 As shown in FIGS. 3 and 4, according to such a structure 32, the column joint portion 26 of the column member 12 and the end surface 28 of the beam member 14 are connected to the first sleeve joint 46 and the second sleeve joint. 18 is joined. Further, the beam reinforcing bar 16 fixed to the second sleeve joint 18 by the filler 34 is bent in the middle and cut inside the beam member 14, so that the resistance against the tensile force is not exhibited (see FIG. 10).

また、柱部材１２と梁部材１４とが相対的に移動すると、柱仕口部２６と端面２８との合わせ目（目地部６６）に最も大きな曲げモーメントが発生する。そして、梁部材１４に生じる曲げモーメントは、端面２８から遠ざかるほど小さくなる。 Further, when the column member 12 and the beam member 14 move relative to each other, the largest bending moment is generated at the joint (joint portion 66) between the column joint portion 26 and the end face 28. The bending moment generated in the beam member 14 decreases as the distance from the end face 28 increases.

ここで、前述したように、柱仕口部２６と端面２８とは、第１スリーブ継手４６及び第２スリーブ継手１８によって接合されている。そして、第２スリーブ継手１８は、引張力に対する抗力が発揮されない梁鉄筋１６に定着され、第１スリーブ継手４６は、固定力低下部２４を備えた梁主筋４８に定着されている。さらに、梁主筋４８に設けられた固定力低下部は、端面２８から離れて設けられている。 Here, as described above, the column fitting portion 26 and the end face 28 are joined by the first sleeve joint 46 and the second sleeve joint 18. The second sleeve joint 18 is fixed to the beam reinforcing bar 16 that does not exert a resistance against the tensile force, and the first sleeve joint 46 is fixed to the beam main reinforcing bar 48 including the fixing force reducing portion 24. Further, the fixing force reduction portion provided on the beam main reinforcement 48 is provided away from the end face 28.

つまり、最も大きな曲げモーメントが発生する柱仕口部２６と端面２８との合わせ目は、第１スリーブ継手４６及び第２スリーブ継手１８が配置されているため、耐力が大きくなっており、第１スリーブ継手４６及び第２スリーブ継手１８の塑性変形は抑制される。 That is, since the first sleeve joint 46 and the second sleeve joint 18 are disposed at the joint between the column joint portion 26 and the end face 28 where the largest bending moment is generated, the proof stress is increased. Plastic deformation of the sleeve joint 46 and the second sleeve joint 18 is suppressed.

これに対して、梁主筋４８に設けられた固定力低下部２４は、端面２８から離れて設けられているため、固定力低下部２４で発生する曲げモーメントは、柱仕口部２６と端面２８との合わせ目で発生する曲げモーメントと比較して小さくなる。 On the other hand, since the fixing force reduction part 24 provided in the beam main reinforcement 48 is provided away from the end face 28, the bending moment generated in the fixing force reduction part 24 is caused by the column connection part 26 and the end face 28. This is smaller than the bending moment generated at the joint.

しかし、梁主筋４８に沿って設けられる梁鉄筋１６は引張力に対する抗力を発揮しないため、固定力低下部２４の近傍では曲げモーメントに対する耐力が小さくなっている。これにより、充填剤３４との固定力が低下されている固定力低下部２４に、曲げモーメントが充分作用し、固定力低下部２４は引っ張られて塑性変形をする。そして、この固定力低下部２４の塑性形成により、外力からのエネルギーが吸収される。 However, since the beam reinforcing bars 16 provided along the beam main bars 48 do not exhibit the resistance against the tensile force, the resistance to the bending moment is small in the vicinity of the fixing force reducing portion 24. As a result, a sufficient bending moment acts on the fixing force reduction portion 24 where the fixing force with the filler 34 is reduced, and the fixing force reduction portion 24 is pulled to undergo plastic deformation. The energy from the external force is absorbed by the plastic formation of the fixing force reduction portion 24.

つまり、柱部材１２及び梁部材１４に外力が作用したときに、ＰＣ鋼線５４に作用する張力によって生じる復元力と、梁主筋４８の固定力低下部２４の塑性変形によるエネルギー吸収とが同時に作用する。 That is, when an external force is applied to the column member 12 and the beam member 14, the restoring force generated by the tension acting on the PC steel wire 54 and the energy absorption by the plastic deformation of the fixing force reducing portion 24 of the beam main bar 48 are simultaneously applied. To do.

ここで、柱部材１２と梁部材１４とが相対移動したときの、柱部材１２と梁部材１４との層間変形角（θ：図１参照）と、梁部材１４に作用するモーメント（Ｍ）との関係について説明する。 Here, when the column member 12 and the beam member 14 move relative to each other, the interlayer deformation angle (θ: see FIG. 1) between the column member 12 and the beam member 14 and the moment (M) acting on the beam member 14 The relationship will be described.

図１３（Ａ）には、比較例１として、梁部材１４にＰＣ鋼線５４のみを設けてＰＣ鋼線５４に張力（プレストレス力）を作用させたときの層間変形角（θ）と、梁部材１４に作用するモーメント（Ｍ）との関係が履歴曲線で示されている。 In FIG. 13 (A), as Comparative Example 1, an interlayer deformation angle (θ) when only the PC steel wire 54 is provided on the beam member 14 and a tension (pre-stress force) is applied to the PC steel wire 54, and The relationship with the moment (M) acting on the beam member 14 is shown by a history curve.

図１３（Ｂ）には、比較例２として、梁部材１４に梁主筋４８のみを用いて固定力低下部２４を塑性変形させたときの層間変形角（θ）と梁部材１４に作用するモーメント（Ｍ）との関係が履歴曲線で示されている。 FIG. 13B shows, as Comparative Example 2, the interlayer deformation angle (θ) and the moment acting on the beam member 14 when the fixing force reduction portion 24 is plastically deformed using only the beam principal bar 48 on the beam member 14. The relationship with (M) is shown by a history curve.

図１３（Ｃ）には、本発明の実施形態、すなわち、梁部材１４にＰＣ鋼線５４を設けてＰＣ鋼線５４に張力（プレストレス力）を作用させ、さらに、梁部材１４に梁主筋４８を用いて固定力低下部２４を塑性変形させたときの層間変形角（θ）と梁部材１４に作用するモーメント（Ｍ）との関係が履歴曲線で示されている。 FIG. 13C shows an embodiment of the present invention, that is, a PC steel wire 54 is provided on the beam member 14 to apply tension (prestressing force) to the PC steel wire 54, and the beam main bar is applied to the beam member 14. The relationship between the interlayer deformation angle (θ) and the moment (M) acting on the beam member 14 when the fixing force reducing portion 24 is plastically deformed using 48 is shown by a hysteresis curve.

つまり、梁部材１４に梁主筋４８が無くＰＣ鋼線５４のみが設けられている比較例１の場合、図１３（Ａ）に示すように、地震により外力が作用すると梁部材１４は弾性変形する。そして、作用している外力が除かれると、梁部材１４はＰＣ鋼線５４の張力により復元されるため、同じ軌跡をたどって元の位置（原点Ｏ）に戻る。このとき、消費されるエネルギーがほとんど無いため、比較例１の構成では地震のエネルギーを吸収することができない。 That is, in the case of the comparative example 1 in which the beam member 14 does not have the beam main reinforcement 48 and only the PC steel wire 54 is provided, the beam member 14 is elastically deformed when an external force is applied by an earthquake as shown in FIG. . When the acting external force is removed, the beam member 14 is restored by the tension of the PC steel wire 54, and thus returns to the original position (origin O) along the same trajectory. At this time, since almost no energy is consumed, the configuration of Comparative Example 1 cannot absorb the energy of the earthquake.

これに対し、梁部材１４にＰＣ鋼線５４が無く、梁主筋４８の固定力低下部２４だけが塑性変形する比較例２の場合、図１３（Ｂ）に示すように、地震により外力が作用すると梁部材１４は弾塑性変形するが、梁主筋４８の固定力低下部２４の塑性変形によりエネルギーが消費されるため、地震のエネルギーを吸収することができる。ただし、比較例２では、梁主筋４８の固定力低下部２４が塑性変形しているため、元（原点Ｏ）には戻らない。 On the other hand, in the case of the comparative example 2 in which the beam member 14 does not have the PC steel wire 54 and only the fixing force reduction portion 24 of the beam main reinforcement 48 is plastically deformed, an external force is applied by an earthquake as shown in FIG. Then, although the beam member 14 is elastically plastically deformed, energy is consumed by the plastic deformation of the fixing force lowering portion 24 of the beam main reinforcement 48, so that the energy of the earthquake can be absorbed. However, in Comparative Example 2, since the fixing force reduction portion 24 of the beam main reinforcement 48 is plastically deformed, it does not return to the original (origin O).

ここで、図２、図１３（Ｃ）に示すように、本実施形態における梁部材１４では、地震により外力が作用すると梁部材１４が弾性変形するが、第１収容部４４Ａ内では、充填剤３４との固定力が低下されている梁主筋４８の固定力低下部２４が容易に塑性変形する。この塑性変形にエネルギーが消費されるため、梁部材１４では地震のエネルギーを吸収することができ、梁主筋４８の破断を防ぐことができる。そして、梁部材１４は、梁主筋４８の塑性変形後、ＰＣ鋼線５４の張力により復元されるため、元の状態（原点Ｏ）に戻る。これにより、弾性変形の特性と共にエネルギーが消費されるフラッグシェイプ型の履歴特性が得られる。 Here, as shown in FIG. 2 and FIG. 13C, in the beam member 14 in the present embodiment, the beam member 14 is elastically deformed when an external force is applied due to an earthquake. The fixing force reducing portion 24 of the beam main reinforcement 48 where the fixing force with the 34 is reduced is easily plastically deformed. Since energy is consumed in this plastic deformation, the beam member 14 can absorb the energy of the earthquake and can prevent the main beam 48 from being broken. Since the beam member 14 is restored by the tension of the PC steel wire 54 after the plastic deformation of the beam main bar 48, the beam member 14 returns to the original state (the origin O). Thereby, a flag-shaped hysteresis characteristic in which energy is consumed together with the elastic deformation characteristic is obtained.

以上説明したように、構造物３２では、柱部材１２及び梁部材１４に地震による外力が作用したとき、ＰＣ鋼線５４の張力による元の状態への復元力と、充填剤３４内の梁主筋４８の固定力低下部２４の塑性変形によるエネルギー吸収とが同時に作用するので、構造物３２の水平方向の変位を低減して柱部材１２及び梁部材１４の破損を抑えることができる。 As described above, in the structure 32, when an external force due to an earthquake acts on the column member 12 and the beam member 14, the restoring force to the original state due to the tension of the PC steel wire 54, and the beam main reinforcement in the filler 34. Since the energy absorption by the plastic deformation of the fixing force reduction part 24 of 48 acts simultaneously, the horizontal displacement of the structure 32 can be reduced, and the damage of the column member 12 and the beam member 14 can be suppressed.

また、ＰＣ鋼線５４の張力による復元力により、固定力低下部２４の残留変形を抑制することができる。 Further, the residual deformation of the fixing force reduction portion 24 can be suppressed by the restoring force due to the tension of the PC steel wire 54.

また、固定力低下部２４が積極的に塑性変形するため、他の部位で局部的に外力が集中するのを抑制することができる。 Moreover, since the fixing force reduction part 24 positively plastically deforms, it can suppress that external force concentrates locally at another site | part.

また、梁主筋４８の固定力低下部２４は、第１収容部４４Ａ内に設けられているため、固定力低下部２４を容易に梁主筋４８に施工することができる。 Further, since the fixing force reduction portion 24 of the beam main reinforcement 48 is provided in the first housing portion 44A, the fixing force reduction portion 24 can be easily applied to the beam main reinforcement 48.

また、前述したように、柱仕口部２６と端面２８とは、第１スリーブ継手４６及び第２スリーブ継手１８によって接合されている。そして、第２スリーブ継手１８は、引張力に対する抗力が発揮されない梁鉄筋１６に固定され、第１スリーブ継手４６は、固定力低下部２４を備えた梁主筋４８に固定されている。さらに、梁主筋４８に設けられた固定力低下部２４は、端面２８から離れて設けられている。 Further, as described above, the column mouth portion 26 and the end face 28 are joined by the first sleeve joint 46 and the second sleeve joint 18. The second sleeve joint 18 is fixed to the beam reinforcing bar 16 that does not exert a resistance against the tensile force, and the first sleeve joint 46 is fixed to the beam main reinforcing bar 48 including the fixing force lowering portion 24. Further, the fixing force reduction portion 24 provided on the beam main reinforcement 48 is provided away from the end face 28.

つまり、最も大きな曲げモーメントが発生する柱仕口部２６と端面２８との合わせ目は、第１スリーブ継手４６と第２スリーブ継手１８とが配置されているため、耐力が大きくなっており、第１スリーブ継手４６及び第２スリーブ継手１８の塑性変形は抑制される。 That is, since the first sleeve joint 46 and the second sleeve joint 18 are arranged at the joint between the column joint portion 26 and the end face 28 where the greatest bending moment is generated, the proof stress is increased. Plastic deformation of the first sleeve joint 46 and the second sleeve joint 18 is suppressed.

これに対して、梁主筋４８に設けられた固定力低下部２４は、端面２８から離れて設けられているため、固定力低下部２４で発生する曲げモーメントは、柱仕口部２６と端面２８との合わせ目で発生する曲げモーメントと比較して小さくなる。しかし、梁鉄筋１６は引張力に対する抗力を発揮しないため、固定力低下部２４近傍では曲げモーメントに対する耐力が小さくなっている。このため、固定力低下部２４に曲げモーメントが充分作用し、固定力低下部２４が塑性変形するため、地震エネルギーを充分に吸収することができる。 On the other hand, since the fixing force reduction part 24 provided in the beam main reinforcement 48 is provided away from the end face 28, the bending moment generated in the fixing force reduction part 24 is caused by the column connection part 26 and the end face 28. This is smaller than the bending moment generated at the joint. However, since the beam reinforcing bar 16 does not exhibit a resistance against the tensile force, the yield strength against the bending moment is small in the vicinity of the fixing force reduction portion 24. For this reason, since the bending moment acts sufficiently on the fixing force reduction portion 24 and the fixing force reduction portion 24 is plastically deformed, the seismic energy can be sufficiently absorbed.

次ぎに、本発明の実施形態に係るプレキャストコンクリート部材で構築された構造物の第２実施形態の一例について図１４〜図１７に従って説明する。なお、第１実施形態と同一部材については、同一符号を付してその説明を省略する。 Next, an example of a second embodiment of a structure constructed of precast concrete members according to an embodiment of the present invention will be described with reference to FIGS. In addition, about the same member as 1st Embodiment, the same code | symbol is attached | subjected and the description is abbreviate | omitted.

図１６、図１７に示されるように、本実施形態に係る第１スリーブ継手７０は、第１挿入部６０Ａに収納されており、第２スリーブ継手７２は、第２挿入部６０Ｂに収納されている。 As shown in FIGS. 16 and 17, the first sleeve joint 70 according to this embodiment is housed in the first insertion portion 60A, and the second sleeve joint 72 is housed in the second insertion portion 60B. Yes.

柱部材１２と梁部材１４とを接合させる場合には、図１４に示されるように、梁部材１４の端面２８を柱部材１２の柱仕口部２６に対向させた状態で、第１挿入部６０Ａに収納された第１スリーブ継手７０を第１挿入部６０Ａから手で引き出して、第１挿入部６０Ａと第１収容部４４Ａとに跨るように配置する。 When the column member 12 and the beam member 14 are joined, as shown in FIG. 14, the first insertion portion with the end face 28 of the beam member 14 facing the column joint portion 26 of the column member 12 is used. The first sleeve joint 70 accommodated in 60A is pulled out from the first insertion portion 60A by hand and arranged so as to straddle the first insertion portion 60A and the first accommodation portion 44A.

同様に、図１５に示されるように、梁部材１４の端面２８を柱部材１２の柱仕口部２６に対向させた状態で、第２挿入部６０Ｂに収納された第２スリーブ継手７２を第２挿入部６０Ｂから手で引き出して、第２挿入部６０Ｂと第２収容部４４Ｂとに跨るように配置する。 Similarly, as shown in FIG. 15, the second sleeve joint 72 accommodated in the second insertion portion 60 B is connected to the second sleeve joint 72 in a state where the end surface 28 of the beam member 14 is opposed to the column fitting portion 26 of the column member 12. 2 It pulls out by hand from the insertion part 60B, and arrange | positions so that it may straddle the 2nd insertion part 60B and the 2nd accommodating part 44B.

この状態で、第１挿入部６０Ａ、第２挿入部６０Ｂ、第１収容部４４Ａ、及び第２収容部４４Ｂに充填剤３４を注入することで、柱部材１２と梁部材１４とを接合させる。 In this state, the column member 12 and the beam member 14 are joined by injecting the filler 34 into the first insertion portion 60A, the second insertion portion 60B, the first accommodation portion 44A, and the second accommodation portion 44B.

１２柱部材
１４梁部材
１６梁鉄筋
１８第２スリーブ継手
２２第２柱鉄筋
２４固定力低下部
２６柱仕口部
２８端面
３２構造物
３４充填剤
４４Ａ第１収容部
４４Ｂ第２収容部
４６第１スリーブ継手
４８梁主筋
５４ＰＣ鋼線（連結部材）
６０Ａ第１挿入部
６０Ｂ第２挿入部
６２第１柱鉄筋
７０第１スリーブ継手
７２第２スリーブ継手 12 Column member 14 Beam member 16 Beam reinforcement 18 Second sleeve joint 22 Second column reinforcement 24 Fixing force reduction portion 26 Column joint portion 28 End surface 32 Structure 34 Filler 44A First accommodation portion 44B Second accommodation portion 46 First Sleeve joint 48 Beam bar 54 PC steel wire (connecting member)
60A 1st insertion part 60B 2nd insertion part 62 1st column reinforcement 70 1st sleeve coupling 72 2nd sleeve coupling

Claims

Column members made of precast concrete;
A beam member made of precast concrete, the end face of which is joined to the column joint of the column member;
A cylindrical member provided penetrating through the column fitting portion of the column member and the beam member;
A connecting member that is inserted through the cylindrical member and that connects the column member and the beam member by applying tension.
A beam main bar provided on the beam member and arranged from one end to the other end in the longitudinal direction of the beam member;
A first column reinforcing bar provided at the column connection portion of the column member and provided so that an end and an end of the beam main bar face each other;
It is provided on one of the end face or the column fitting part, and is formed by making a part of the end face or the column fitting part concave, and is also an end of the beam main bar or an end of the first column reinforcing bar. A first insertion part in which the part is disposed;
The first insertion portion is not provided, and is provided on the end surface or the column joint portion, and is formed by making a part of the end surface or the column joint portion into a concave shape. A first accommodating portion in which an end of one pillar reinforcing bar is disposed;
Arranged to be accommodated in the first accommodating portion, drawn out from the first accommodating portion when the column mouth portion and the end surface are joined, and straddling the first accommodating portion and the first insertion portion. A cylindrical first sleeve joint through which the beam main bar and the first column reinforcing bar are inserted;
In a state where the first sleeve joint is disposed so as to straddle the first housing portion and the first insertion portion, the first sleeve joint is filled with the first insertion portion and the first housing portion. A filler which is fixed to the beam main reinforcing bar and the first column reinforcing bar and joins the end face and the column joint portion;
With respect to the first sleeve joint provided in the beam main bar arranged inside the first insertion part or the first accommodation part and arranged to straddle the first accommodation part and the first insertion part A fixing force lowering portion that is disposed at a position away from each other in the extending direction of the beam main reinforcement, and the fixing force with the filler is reduced;
A structure comprising

A beam rebar provided on the beam member, extending from one longitudinal end of the beam member along the beam main reinforcing bar, bent along the way, and cut inside the beam member;
A second column reinforcing bar provided at the column connection portion of the column member and provided so that an end and an end of the beam reinforcing member are opposed to each other;
Provided on one of the end face or the column joint part, and formed by making a part of the end face or the column joint part concave, and the end part of the beam reinforcing bar or the end part of the second column reinforcing part A second insertion portion in which is disposed;
The second insertion part is provided on the end face or the column joint part, and is formed by making a part of the end face or the column joint part into a concave shape. A second accommodating portion in which the end of the two-column reinforcing bar is disposed;
It is accommodated in the second accommodating portion, and is arranged so as to be pulled out from the second accommodating portion and to straddle the second accommodating portion and the second insertion portion when joining the column mouth portion and the end surface. A cylindrical second sleeve joint through which the beam reinforcing bar and the second column reinforcing bar are inserted;
In a state where the second sleeve joint is disposed so as to straddle the second housing portion and the second insertion portion, the second insertion portion and the second housing portion are filled with the second sleeve joint. A filler that is fixed to the beam reinforcing bar and the second column reinforcing bar and joins the end face and the column joint portion;
With
The structure according to claim 1, wherein the fixing force reduction portion is provided apart from the end surface.