JP4334448B2 - Concrete member joint structure - Google Patents

Concrete member joint structure Download PDF

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JP4334448B2
JP4334448B2 JP2004283108A JP2004283108A JP4334448B2 JP 4334448 B2 JP4334448 B2 JP 4334448B2 JP 2004283108 A JP2004283108 A JP 2004283108A JP 2004283108 A JP2004283108 A JP 2004283108A JP 4334448 B2 JP4334448 B2 JP 4334448B2
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concrete
concrete member
steel
steel material
members
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JP2006097288A (en
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久廣 平石
宏彰 江戸
功治 岡
邦夫 早川
紀雄 鈴木
弘幸 都祭
英夫 塚越
崇博 毛井
敏明 羽鳥
達也 今西
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Kajima Corp
Obayashi Corp
Takenaka Corp
Penta Ocean Construction Co Ltd
Okumura Corp
Toda Corp
Shimizu Corp
Ohmoto Gumi Co Ltd
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Kajima Corp
Obayashi Corp
Takenaka Corp
Penta Ocean Construction Co Ltd
Okumura Corp
Toda Corp
Shimizu Corp
Ohmoto Gumi Co Ltd
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Description

この発明は柱部材と梁部材、柱部材とフーチング等の、二つのコンクリート部材の接合部において、一方のコンクリート部材に作用するせん断力によりそのコンクリート部材が他方のコンクリート部材に対して滑りを生ずることを抑制し、コンクリート部材の変形能力とエネルギ吸収能力を高めるコンクリート部材の接合部構造に関するものである。   In the present invention, at a joint portion between two concrete members such as a column member and a beam member, and a column member and a footing, the concrete member slides with respect to the other concrete member due to a shearing force acting on one concrete member. It is related with the junction part structure of the concrete member which suppresses the above and raises the deformation ability and energy absorption ability of the concrete member.

柱部材と梁部材、柱部材とフーチング等の、二つのコンクリート部材の接合部のように一方のコンクリート部材に作用するせん断力によって圧縮力と引張力を交互に受ける接合部では一方のコンクリート部材の変形の進行に伴い、図６−(a)、(c)に示すように引張側の鉄筋が伸長する一方、圧縮側の鉄筋が収縮し、一方のコンクリート部材が他方のコンクリート部材との境界面で肌離れ（剥離）を起こすようになる。   For joints that alternately receive compressive and tensile forces due to shear forces acting on one concrete member, such as joints between two concrete members, such as pillar members and beam members, and pillar members and footings, As the deformation progresses, as shown in FIGS. 6 (a) and 6 (c), the rebar on the tension side expands, the rebar on the compression side contracts, and one concrete member is the boundary surface with the other concrete member. Causes separation of the skin.

一方のコンクリート部材が肌離れを起こしたときには、両コンクリート部材の境界面において圧縮力を負担できる面がなくなり、コンクリートによる摩擦抵抗が期待できなくなるため、コンクリート部材は図６−(b)、(d)に示すように引張側と圧縮側の鉄筋のダボ作用のみによってせん断力に抵抗する形になる。   When one concrete member is separated from the skin, there is no surface that can bear the compressive force at the boundary surface between the two concrete members, and the frictional resistance due to the concrete cannot be expected. As shown in (), the shape is resisted by the shear force only by the dowel action of the reinforcing and compressive reinforcing bars.

ところが、鉄筋のダボ作用による、せん断力に対する抵抗力はコンクリートの摩擦抵抗より小さいことから、鉄筋のダボ作用によってはせん断力に抵抗しきれず、一方のコンクリート部材にいわゆるスリップ現象（滑り現象）が表れ、そのコンクリート部材の変形量が大きくなる。図６−(c)、(d)はそれぞれ(a)、(b)と逆向きに水平力が作用したときの様子を示す。荷重（せん断力）−変形曲線上の図６−(a)〜(d)の各状態を図７に示す。   However, since the resistance to shearing force due to the dowel action of the reinforcing bar is smaller than the frictional resistance of concrete, the dowel action of the reinforcing bar cannot resist the shearing force, and so-called slip phenomenon (sliding phenomenon) appears on one concrete member. The deformation amount of the concrete member increases. 6 (c) and 6 (d) show the state when a horizontal force is applied in the opposite direction to (a) and (b), respectively. Each state of FIGS. 6- (a) to (d) on the load (shearing force) -deformation curve is shown in FIG.

図６−(b)、(d)に示す状態II、IVのときには、一方のコンクリート部材は図８に示すように荷重ゼロ近傍で他方のコンクリート部材に対して滑りを生じており、荷重−変形曲線上、エネルギ吸収性能が著しく低下する履歴性状を示すため、肌離れを起こしたコンクリート部材の変形は一層進行することになる。   In the states II and IV shown in FIGS. 6 (b) and 6 (d), one concrete member slips with respect to the other concrete member near the zero load as shown in FIG. Since the curve shows a history property in which the energy absorption performance is remarkably lowered, the deformation of the concrete member that has caused skin separation further proceeds.

コンクリート部材に作用するせん断力による引張力に対しては、コンクリート部材中に埋設したスリーブに鉄筋を挿通させ、鉄筋のスリーブ内に位置する部分の一部においてスリーブとの付着を切り、他の一部において付着させることにより引張側の鉄筋の伸長を抑制し、その鉄筋が降伏した後にもスリーブにダボ作用を発揮させつつ、鉄筋の降伏部分が引張力と圧縮力の交番荷重に対して塑性変形を繰り返すことにより地震時のエネルギ吸収を図る方法がある（特許文献１参照）。   For the tensile force due to the shearing force acting on the concrete member, insert the reinforcing bar through the sleeve embedded in the concrete member, cut off the adhesion with the sleeve at a part of the part located in the sleeve of the reinforcing bar, This prevents the extension of the rebar on the tensile side by adhering to the part, and the yielding part of the rebar is plastically deformed against an alternating load of tensile force and compressive force, while the dowel action is exerted on the sleeve even after the rebar yields There is a method of absorbing energy during an earthquake by repeating the above (see Patent Document 1).

また二つのコンクリート部材に跨って配筋される鉄筋の他に、その鉄筋より高強度の芯材を付加し、芯材の両端を除いた中間部分でコンクリートとの付着を切ることで、鉄筋が降伏した後にも芯材を弾性的に挙動させ、芯材の降伏を防止する方法がある（特許文献２参照）。
特開2003-155778号公報 特許第3418726号明細書 Also, in addition to the reinforcing bars that are laid across the two concrete members, add a core material that is stronger than the reinforcing bars, and cut the adhesion to the concrete at the middle part excluding both ends of the core material. There is a method for preventing the yield of the core material by causing the core material to behave elastically after yielding (see Patent Document 2).
JP2003-155778 Patent No. 3418726

特許文献１の方法によれば、スリーブにダボ作用を発揮させることで、鉄筋が降伏した後のコンクリートの滑りを抑制することができるものの、前記の通り、鉄筋のダボ作用のみによる抵抗力は小さいため、鉄筋を包囲するスリーブのダボ作用によってコンクリート部材の変形の進行を抑制し、滑りを食い止めることは難しい。   According to the method of Patent Document 1, although the slippage of the concrete after the rebar yields can be suppressed by exerting the dowel action on the sleeve, as described above, the resistance force only due to the dowel action of the rebar is small. For this reason, it is difficult to prevent slippage by suppressing the progress of deformation of the concrete member by the dowel action of the sleeve surrounding the reinforcing bar.

特許文献２の方法によれば、コンクリート部材の大変形時の復元力に芯材の剛性が付加されることで、コンクリート部材が降伏した後に変形のみが進行する事態を回避し、変形の増大と共に復元力も増大させているが、芯材の両端がコンクリートに定着されていることから、芯材自身は全長に亘って引張力を負担するため、芯材の降伏やそれに伴うコンクリートのひび割れが発生する可能性がないとは言えない。   According to the method of Patent Document 2, the rigidity of the core material is added to the restoring force at the time of large deformation of the concrete member, thereby avoiding a situation in which only the deformation proceeds after the yielding of the concrete member. Although the restoring force is also increased, since both ends of the core material are fixed to the concrete, the core material itself bears the tensile force over the entire length, so that the yield of the core material and the accompanying cracks in the concrete occur. It cannot be said that there is no possibility.

この発明は上記背景より、一方のコンクリート部材に作用するせん断力によりそのコンクリート部材が他方のコンクリート部材に対して滑りを生ずることを抑制し、コンクリート部材の変形能力とエネルギ吸収能力を高める接合部構造を提案するものである。   From the above background, the present invention suppresses the occurrence of slippage of the concrete member with respect to the other concrete member due to the shearing force acting on one concrete member, and increases the deformation capacity and energy absorption capacity of the concrete member. This is a proposal.

本発明では二つのコンクリート部材の接合部にこの二つのコンクリート部材に跨って鋼材を付加することにより鉄筋（主筋）のダボ作用を補い、その上で、鋼材を、二つのコンクリート部材の内の、少なくともいずれか一方のコンクリート部材内に位置する区間の全長においてコンクリートとの付着を切ると共に、鋼材の両端部の内の少なくともいずれか一方をコンクリートに定着させないことにより、ダボ作用の効果が低下する要因である鋼材の降伏と付着によるコンクリートのひび割れを抑制して、コンクリート部材の滑りを抑制し、コンクリート部材の変形能力とエネルギ吸収能力を高める。鋼材には鉄筋、棒鋼、ＰＣ鋼材、形鋼等が使用される。 The present invention compensates for the dowel action rebar (main reinforcement) by the addition of steel across the two concrete members at the junction of two concrete element, thereon, steel material, of the two concrete members , the cut adhesion between Oite concrete the entire length of the section to be located within one of the concrete member even without low, by not at least either one of the both end portions of the steel material is fixed to the concrete, the dowel action effect by suppressing the cracking of the concrete due to the adhesion and the yield of the steel material is a factor to decrease, inhibit slippage of the concrete member, increase the deformation capacity and energy absorption capacity of the concrete member. Reinforcing bars, bar steel, PC steel, shape steel, etc. are used for the steel.

二つのコンクリート部材に跨って鋼材が付加されることで、二つのコンクリート部材内に跨り、連続的に配筋されている鉄筋のダボ作用が補われ、鉄筋が降伏、あるいは座屈した後にも鋼材が発揮するダボ作用によりせん断力に対する抵抗機構が形成される。   The steel material is added across the two concrete members, so that the dowel action of the reinforcing bars that are continuously arranged and straddled in the two concrete members is compensated, and even after the steel bars yield or buckle. A resistance mechanism against the shearing force is formed by the dowel action exerted by.

特に鋼材の全長の内、少なくとも一部の区間においてコンクリートとの付着が切れることで、付着が切れた区間においてはせん断力による引張力と圧縮力を負担することがなくなり、鋼材の降伏、及び鋼材との付着によるコンクリートのひび割れが抑制される。   In particular, at least a part of the entire length of the steel material is not attached to the concrete, so that the tensile and compressive force due to the shearing force is not borne in the disconnected part, and the yield of the steel material and the steel material are reduced. Cracking of concrete due to adhesion is suppressed.

この結果、鋼材の降伏やコンクリートのひび割れが発生するような引張力と圧縮力が作用する状況下においても鋼材によるダボ作用の効果が維持され、鋼材のダボ作用が継続して発揮されることにより鉄筋が降伏、あるいは座屈した後のコンクリート部材に作用するせん断力に対する抵抗力が確保される。   As a result, the effect of the dowel action by the steel material is maintained even under the situation where the tensile force and compressive force that cause the yield of steel and cracking of the concrete are applied, and the dowel action of the steel material is continuously exhibited. Resistance to the shearing force acting on the concrete member after the reinforcing bar yields or buckles is secured.

鋼材の両端部の内の少なくともいずれか一方がコンクリートに定着されないことは、鋼材のいずれか一方の端部がその側のコンクリート部材のコンクリートに定着されず、他方の端部がその側のコンクリート部材のコンクリートに定着される場合（請求項３）と、両端部が両コンクリート部材に定着されない場合（請求項２）がある。   The fact that at least one of both ends of the steel material is not fixed to the concrete means that one end of the steel material is not fixed to the concrete of the concrete member on the side, and the other end is the concrete member on the side (Claim 3) and both ends are not fixed to both concrete members (Claim 2).

いずれか一方のコンクリート部材にのみ定着される場合（請求項３）はコンクリート部材がせん断力によって変形しようとするときに、鋼材の定着されたコンクリート部材側がコンクリートに定着されたまま、定着されないコンクリート部材側においては、鋼材の付着が切れた区間はコンクリート部材に追従しないため、せん断力による引張力と圧縮力を負担することがない。 When fixed to only one of the concrete members (Claim 3), when the concrete member is about to be deformed by a shearing force, the concrete member on which the steel member is fixed is fixed to the concrete and is not fixed. in the side, since the section with adhesion of the steel material is cut does not follow the concrete member, it is not to bear a tensile force and compressive force by shearing force.

両端部が両側のコンクリート部材に定着されない場合（請求項２）もコンクリート部材がせん断力によって変形しようとするときに、鋼材の付着が切れた区間はコンクリート部材に追従しないため、一方のコンクリート部材にのみ定着された場合と同様にせん断力による引張力と圧縮力の負担から解放される。 Since the both end portions when the both sides of the case that is not fixed to the concrete member (claim 2) concrete member to deform by shearing forces, sections with adhesive steel has expired not follow the concrete member, one of the concrete member As in the case of fixing only to the surface, it is released from the burden of tensile force and compressive force due to shearing force.

いずれの場合も鋼材の、コンクリートとの付着が切れた区間がせん断力による引張力と圧縮力を負担しないことで、鋼材の降伏とコンクリートのひび割れが抑制され、ダボ作用の効果が維持される結果、せん断力に対する抵抗力が確保される。   In any case, the section where the steel has lost contact with the concrete does not bear the tensile and compressive forces due to the shearing force, thereby suppressing the yielding of the steel and cracking of the concrete and maintaining the effect of the dowel action Resistance to shearing force is ensured.

せん断力に対する抵抗力の確保により荷重ゼロ近傍でのコンクリート部材の滑り、すなわちスリップ現象が緩和され、図９に破線で示すように荷重−変形曲線上、変形の増加に伴って荷重も増加する傾向が表れ、コンクリート部材の変形能力とエネルギ吸収能力が向上し、コンクリート部材の過大な変形が回避される。   By ensuring the resistance to shearing force, the slip of the concrete member near zero load, that is, the slip phenomenon is alleviated, and the load tends to increase as the deformation increases on the load-deformation curve as shown by the broken line in FIG. Appears, the deformation capacity and energy absorption capacity of the concrete member are improved, and excessive deformation of the concrete member is avoided.

請求項２に記載のように両コンクリート部材内に位置する区間の全長において鋼材のコンクリートとの付着を切った場合には、鋼材が引張力と圧縮力を負担することがほとんど、あるいは全くなくなり、鋼材に降伏と座屈を発生させることがなくなるため、エネルギ吸収性能が一層向上する。   When the adhesion of the steel material to the concrete in the entire length of the section located in both concrete members as described in claim 2, the steel material bears little or no tensile force and compressive force, Since the steel material does not generate yield and buckling, the energy absorption performance is further improved.

請求項３に記載のように鋼材の、いずれか一方のコンクリート部材内に位置する区間の全長においてコンクリートとの付着を切り、他方のコンクリート部材内に位置する区間の端部においてコンクリートに定着させた場合には、鋼材がコンクリートとの付着が切れた区間においては引張力と圧縮力を負担することなく定着側においてはコンクリートに定着された状態を維持することができるため、一方のコンクリート部材の変形に伴う鋼材の抜け出しが阻止され、コンクリートに対する鋼材の滑りによるダボ作用の効果の低減が回避される。 As described in claim 3, the steel is cut off from adhering to the concrete in the entire length of the section located in one of the concrete members, and fixed to the concrete at the end of the section located in the other concrete member. In this case, in the section where the steel material is not adhered to the concrete, it is possible to maintain the fixed state on the concrete on the fixing side without bearing the tensile and compressive forces. This prevents the steel material from slipping out and reduces the effect of the dowel action due to the sliding of the steel material against the concrete.

請求項４に記載のように鋼材を一方のコンクリート部材の断面上の中央部に配置した場合には、一方のコンクリート部材がその変形の進行に伴い、引張力を受ける鉄筋側において他方のコンクリート部材との境界面で肌離れを起こした後においても断面上の中央部において鋼材がダボ作用を発揮し続けることで、それ以上の肌離れの進行を阻止することができるため、せん断力の作用方向に関係なく中央部分の肌離れが防止され、一方のコンクリート部材に作用するせん断力に対する抵抗力を確保することができる。   When steel material is arrange | positioned in the center part on the cross section of one concrete member as described in Claim 4, one concrete member is the other concrete member in the rebar side which receives a tensile force with the progress of the deformation | transformation. Since the steel material continues to exert a dowel action at the center of the cross section even after the skin separation occurs at the boundary surface, the further direction of skin separation can be prevented, so the direction of shear force action Regardless of whether or not the center portion is separated from the skin, resistance to the shearing force acting on one concrete member can be ensured.

二つのコンクリート部材に跨って鋼材を付加することで、二つのコンクリート部材内に連続して配筋されている鉄筋のダボ作用を補い、鉄筋が降伏、あるいは座屈した後にも鋼材によるダボ作用を発揮させることができる。   By adding steel across the two concrete members, the dowel action of the reinforcing bars continuously arranged in the two concrete members is compensated, and the dowel action by the steel materials can be maintained even after the reinforcing bars yield or buckle. It can be demonstrated.

また鋼材のコンクリートとの付着を切ることで、コンクリート部材に作用するせん断力による引張力と圧縮力を少なくとも付着が切れた区間においては鋼材が負担することがなくなり、鋼材の降伏、及び鋼材との付着によるコンクリートのひび割れが抑制される結果、常に鋼材によるダボ作用の効果が維持され、この鋼材のダボ作用によりコンクリート部材に作用するせん断力に対する抵抗力を確保することができる。   In addition, by cutting the adhesion of steel with concrete, the steel is not burdened in the section where the tensile force and compressive force due to the shearing force acting on the concrete member are at least broken, yielding of the steel, and with the steel As a result of suppressing cracking of concrete due to adhesion, the effect of the dowel action by the steel material is always maintained, and the resistance force against the shearing force acting on the concrete member can be ensured by the dowel action of the steel material.

せん断力に対する抵抗力の確保により荷重ゼロ近傍でのコンクリート部材の滑りが緩和される結果、荷重−変形曲線上、変形の増加に伴って荷重も増加する傾向が表れるため、コンクリート部材の変形能力とエネルギ吸収能力が向上し、コンクリート部材の過大な変形を回避することができる。   As a result of alleviating slippage of concrete members near zero load by securing resistance against shearing force, the load-deformation curve shows a tendency for the load to increase with increasing deformation. The energy absorption capability is improved, and excessive deformation of the concrete member can be avoided.

請求項２では両コンクリート部材内に位置する区間の全長において鋼材のコンクリートとの付着を切ることで、鋼材が引張力と圧縮力を負担することがなく、鋼材に降伏と座屈が発生することがなくなるため、コンクリート部材の変形能力とエネルギ吸収能力が一層向上する。   In claim 2, the steel material does not bear the tensile force and the compressive force by cutting the adhesion of the steel material to the concrete in the entire length of the section located in both concrete members, and yield and buckling occur in the steel material. Therefore, the deformation capacity and energy absorption capacity of the concrete member are further improved.

請求項３では鋼材の一方のコンクリート部材内に位置する区間の全長においてコンクリートとの付着を切り、他方のコンクリート部材内に位置する区間の端部においてコンクリート中に定着させることで、鋼材がコンクリートとの付着が切れた区間においては引張力と圧縮力を負担することなく定着側においてはコンクリートに定着された状態を維持することができるため、コンクリートに対する鋼材の滑りによるダボ作用の効果の低減が回避される。 In claim 3, the steel material is separated from the concrete by cutting off adhesion to the concrete in the entire length of the section located in one concrete member of the steel material and fixing it in the concrete at the end of the section located in the other concrete member. In the section where the adhesion has broken, it is possible to maintain the state fixed to the concrete on the fixing side without bearing the tensile force and compressive force, thus avoiding the reduction of the effect of doweling due to the sliding of steel against the concrete Is done.

請求項４では鋼材を一方のコンクリート部材の断面上の中央部に配置することで、一方のコンクリート部材が引張側において他方のコンクリート部材との境界面で肌離れを起こした後においても断面上の中央部における鋼材のダボ作用が維持されるため、せん断力の作用方向に関係なく中央部分の肌離れを防止することができ、一方のコンクリート部材に作用するせん断力に対する抵抗力を確保することができる。   According to claim 4, the steel material is arranged at the center of the cross section of one concrete member, so that one concrete member can be separated from the skin at the boundary with the other concrete member on the tensile side. Since the dowel action of the steel material at the center is maintained, it is possible to prevent the skin at the center regardless of the direction of action of the shear force, and to ensure the resistance to the shear force acting on one concrete member. it can.

この発明は二つのコンクリート部材Ａ、Ｂに跨って鉄筋１が連続的に配筋されるコンクリート部材Ａ、Ｂの接合部において、前記二つのコンクリート部材Ａ、Ｂに跨って鋼材２を配置し、この鋼材２をいずれか一方のコンクリート部材Ａ（Ｂ）内に位置する区間と他方のコンクリート部材Ｂ内に位置する区間の内の、少なくともいずれか一方の区間の全長においてコンクリートとの付着を切り、且つ鋼材２の両端部の内の少なくともいずれか一方をコンクリートに定着させないことにより、前記一方のコンクリート部材Ａのせん断力によるずれを抑制する接合部構造である。 This invention arrange | positions the steel material 2 straddling the said two concrete members A and B in the junction part of the concrete members A and B in which the reinforcing bar 1 is continuously arranged across the two concrete members A and B, The steel material 2 is cut off from adhering to the concrete in the entire length of at least one of the sections located in one of the concrete members A (B) and the section located in the other concrete member B, And it is the junction structure which suppresses the shift | offset | difference by the shearing force of said one concrete member A by not fixing at least any one of the both ends of the steel material 2 to concrete.

二つのコンクリート部材Ａ、Ｂは柱と梁、耐力壁と柱、または梁、上階の柱と下階の柱、柱と基礎、杭と基礎（フーチング）の他、耐力壁と耐力壁、フラットスラブのようなスラブと柱等、互いに接合されるコンクリート部材であれば部位を問わない。また現場打ちコンクリート造であるかプレキャストコンクリート製であるかも問わず、鉄筋コンクリート造、鉄骨鉄筋コンクリート造、鋼管コンクリート造（ＣＦＴ）、またはいずれかの組み合わせの場合の他、コンクリート部材Ａ、Ｂ単位でコンクリートにプレストレスを与える場合もある。   Two concrete members A and B are columns and beams, bearing walls and columns, or beams, upper and lower columns, columns and foundations, piles and foundations (footing), bearing walls and bearing walls, flat Any part may be used as long as it is a concrete member joined to each other, such as a slab and a column such as a slab. Also, whether it is cast-in-place concrete or precast concrete, reinforced concrete, steel-framed reinforced concrete, steel pipe concrete (CFT), or any combination, concrete members A and B Sometimes pre-stress is applied.

図１は一方のコンクリート部材Ａが柱で、他方のコンクリート部材Ｂが梁や基礎である部位において、鋼材２として鉄筋や棒鋼、ＰＣ鋼棒を使用した場合を示す。鉄筋１は両コンクリート部材Ａ、Ｂに跨って連続的に配筋され、柱である一方のコンクリート部材Ａにおいてはせん断補強筋３によって拘束され、他方のコンクリート部材Ｂにおいては定着等される。鋼材２は鉄筋１との干渉が生じない位置、例えば図１のｘ−ｘ線、ｙ−ｙ線の断面図である図２−(a)、(b)に示すように一方のコンクリート部材Ａの断面上の中央部に配置される。   FIG. 1 shows a case where a reinforcing bar, a steel bar, or a PC steel bar is used as the steel material 2 in a portion where one concrete member A is a column and the other concrete member B is a beam or a foundation. The reinforcing bars 1 are continuously arranged over both the concrete members A and B, and are restrained by the shear reinforcing bars 3 in one concrete member A which is a column, and are fixed in the other concrete member B. As shown in FIGS. 2 (a) and 2 (b) which are cross-sectional views of the steel material 2 where the interference with the reinforcing bar 1 does not occur, for example, the xx line and the yy line in FIG. It is arrange | positioned in the center part on the cross section.

鋼材２が一方のコンクリート部材Ａの材軸に直交する断面上の中央部に配置された場合（請求項４）には、一方のコンクリート部材Ａに作用するいずれの向きのせん断力に対しても、引張側における鉄筋１が降伏し、一方のコンクリート部材Ａが肌離れを起こしても断面上の中央部において鋼材２がダボ作用を発揮し続けることで、それ以上の肌離れの進行を阻止することができるため、せん断力の作用方向に関係なくコンクリート部材Ａに作用するせん断力に対する抵抗力を確保することができる利点がある。   In the case where the steel material 2 is disposed at the central portion on the cross section perpendicular to the material axis of one concrete member A (Claim 4), the shearing force in any direction acting on the one concrete member A is applied. Even if the rebar 1 on the tension side yields and the one concrete member A is separated from the skin, the steel material 2 continues to exert a dowel action at the central portion on the cross section, thereby preventing further progress of the separation from the skin. Therefore, there is an advantage that a resistance force against the shearing force acting on the concrete member A can be ensured regardless of the acting direction of the shearing force.

図１では鋼材２を一方のコンクリート部材Ａ中において付着させ、他方のコンクリート部材Ｂ中において付着を切っているが、鋼材２は両コンクリート部材Ａ、Ｂ内に位置する区間の内の、少なくともいずれか一方の区間の全長においてコンクリートとの付着が切れていればよく、鋼材２の全長に亘って付着を切る場合もある（請求項２）。図１の他方のコンクリート部材Ｂ中、破線が付着を切った区間を示す。 In FIG. 1, the steel material 2 is adhered in one concrete member A and the adhesion is cut in the other concrete member B. However, the steel material 2 is at least one of the sections located in both the concrete members A and B. or rather I if expired adhesion between the concrete in full length of one section, there is a case cut adhesion over the entire length of steel 2 (claim 2). In the other concrete member B shown in FIG.

図３は図１と同じく一方のコンクリート部材Ａが柱で、他方のコンクリート部材Ｂが梁や基礎である部位において、鋼材２として角形鋼管や鋼管、あるいはＨ形鋼、溝形鋼、山形鋼等の形鋼を使用し、図３のｘ−ｘ線、ｙ−ｙ線の断面図である図４−(a)、(b)に示すように鋼材２をコンクリート部材Ａの断面上の中央部に配置した場合を示す。   As in FIG. 1, in FIG. 3, one concrete member A is a column and the other concrete member B is a beam or a foundation. As a steel material 2, a square steel pipe, a steel pipe, or an H-shaped steel, a grooved steel, an angle steel, etc. 4 and (b), which are cross-sectional views of the xx line and the y-y line in FIG. 3, the steel material 2 is placed at the center on the cross section of the concrete member A. The case where it arrange | positions to is shown.

この場合も、鋼材２は両コンクリート部材Ａ、Ｂ内に位置する区間の内の、少なくともいずれか一方の区間の全長においてコンクリートとの付着が切れ、鋼材２の全長に亘ってコンクリートとの付着が切れる場合もある（請求項２）。 Also in this case, the steel material 2 is not adhered to the concrete in the entire length of at least one of the sections located in the both concrete members A and B, and the steel material 2 is adhered to the concrete over the entire length of the steel material 2. In some cases, it may be cut (Claim 2).

図１、図３のいずれの場合も、鋼材２の両端部の内、いずれか一方の端部をその側のコンクリート部材Ａ（Ｂ）のコンクリートに定着させることもある（請求項３）。定着は鋼材２が鉄筋の場合にはフックを形成するか、アンカープレートを接続する等により、鋼管等の場合は図５に示すように鋼材２の表面にスタッドボルト４を溶接する等により行われる。図５−(a)は鋼材２を図４における一方のコンクリート部材Ａ中に定着させた場合、(b)は他方のコンクリート部材Ｂ中に定着させた場合を示す。   In either case of FIGS. 1 and 3, either one of the ends of the steel material 2 may be fixed to the concrete of the concrete member A (B) on that side (Claim 3). Fixing is performed by forming a hook or connecting an anchor plate when the steel material 2 is a reinforcing bar, or by welding a stud bolt 4 to the surface of the steel material 2 as shown in FIG. . 5A shows a case where the steel material 2 is fixed in one concrete member A in FIG. 4, and FIG. 5B shows a case where the steel material 2 is fixed in the other concrete member B. FIG.

一方のコンクリート部材が柱で、他方のコンクリート部材が梁や基礎である場合に、鋼材の柱内に位置する区間をコンクリートに付着させ、梁や基礎内に位置する区間でコンクリートとの付着を切った様子を示した縦断面図である。When one concrete member is a column and the other concrete member is a beam or foundation, the section located in the steel column is attached to the concrete, and the adhesion to the concrete is cut in the section located in the beam or foundation. It is the longitudinal cross-sectional view which showed the mode. (a)は図１のｘ−ｘ線断面図、(b)はｙ−ｙ線断面図である。(a) is the xx sectional view taken on the line of FIG. 1, (b) is the yy sectional view. 一方のコンクリート部材が柱で、他方のコンクリート部材が梁や基礎である場合に、鋼材として角形鋼管を配置した様子を示した縦断面図である。It is the longitudinal cross-sectional view which showed a mode that the square steel pipe was arrange | positioned as steel materials, when one concrete member is a pillar and the other concrete member is a beam and a foundation. (a)は図３のｘ−ｘ線断面図、(b)はｙ−ｙ線断面図である。(a) is the xx sectional view taken on the line of FIG. 3, (b) is the yy sectional view. (a)、(b)は鋼材としての角形鋼管の表面にスタッドボルトを溶接し、鋼材の端部をコンクリートに定着させた様子を示した立面図である。(a), (b) is an elevational view showing a state in which a stud bolt is welded to the surface of a square steel pipe as a steel material, and an end of the steel material is fixed to concrete. (a)〜(d)は圧縮力と引張力を交互に受ける接合部における一方のコンクリート部材の変形に伴う鉄筋の抵抗状態を示した概念図である。(a)-(d) is the conceptual diagram which showed the resistance state of the reinforcing bar accompanying the deformation | transformation of one concrete member in the junction part which receives a compressive force and a tensile force alternately. 図６に示す一方のコンクリート部材の荷重−変形関係を示した復元力特性図である。FIG. 7 is a restoring force characteristic diagram showing a load-deformation relationship of one concrete member shown in FIG. 6. 図７における滑り現象の発生時点を示した図である。It is the figure which showed the generation | occurrence | production time of the slip phenomenon in FIG. 本発明によって荷重ゼロ近傍でのコンクリート部材の滑りが緩和される様子を示した復元力特性図である。It is a restoring force characteristic figure which showed a mode that the slip of the concrete member in the zero load vicinity was relieved by this invention.

符号の説明Explanation of symbols

Ａ……一方のコンクリート部材、Ｂ……他方のコンクリート部材、１……鉄筋、
２……鋼材、３……せん断補強筋、４……スタッドボルト A ... Concrete member, B ... Concrete member, 1.Rebar,
2 ... Steel, 3 ... Shear reinforcement, 4 ... Stud bolt

Claims (4)

二つのコンクリート部材に跨って鉄筋が連続的に配筋されるコンクリート部材の接合部において、せん断力による前記コンクリート部材のずれを抑制する接合部構造であり、前記二つのコンクリート部材に跨って鋼材が配置され、前記鋼材は前記二つのコンクリート部材の内の、少なくともいずれか一方のコンクリート部材内に位置する区間の全長においてコンクリートとの付着が切れ、前記鋼材の両端部の内の少なくともいずれか一方はコンクリートに定着されていないコンクリート部材の接合部構造。 At the junction of the concrete member rebar across two concrete element is continuously Haisuji a suppressing junction structure a shift of the concrete member by shearing force, steel material across the two concrete members is arranged, the steel of said two concrete members, even without less expired adhesion between Oite concrete the entire length of the section to be located within one of the concrete element, of the two ends of the steel At least one of them is a joint structure of concrete members that are not fixed to concrete. 前記鋼材は前記二つのコンクリート部材内に位置する区間の全長においてコンクリートとの付着が切れ、両端部においてコンクリートに定着されていない請求項１記載のコンクリート部材の接合部構造。 The joint structure of a concrete member according to claim 1, wherein the steel material is not adhered to the concrete at both ends of the entire length of the section located in the two concrete members, and is not fixed to the concrete at both ends. 前記鋼材は前記二つのコンクリート部材の内の、いずれか一方のコンクリート部材内に位置する区間の全長においてコンクリートとの付着が切れ、他方のコンクリート部材内に位置する区間の端部においてコンクリートに定着されている請求項１記載のコンクリート部材の接合部構造。 The steel of said two concrete members, either expired adhesion of the concrete in full length of the section to be positioned at one in the concrete member, fixing the concrete at the end of the section located in the other concrete element The joint part structure of a concrete member according to claim 1. 前記鋼材はいずれか一方のコンクリート部材の断面上の中央部に配置されている請求項１乃至請求項３のいずれかに記載のコンクリート部材の接合部構造 The said steel material is arrange | positioned in the center part on the cross section of any one concrete member, The junction part structure of the concrete member in any one of Claim 1 thru | or 3
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