JP2013221372A - Joint structure of reinforcement and method for reinforcing bridge pier - Google Patents

Joint structure of reinforcement and method for reinforcing bridge pier Download PDF

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JP2013221372A
JP2013221372A JP2012095348A JP2012095348A JP2013221372A JP 2013221372 A JP2013221372 A JP 2013221372A JP 2012095348 A JP2012095348 A JP 2012095348A JP 2012095348 A JP2012095348 A JP 2012095348A JP 2013221372 A JP2013221372 A JP 2013221372A
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precast
concrete
reinforcing bars
reinforcing
pier
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JP5932455B2 (en
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Yasuhisa Fujiwara
保久 藤原
Naofumi Ando
直文 安藤
Kenji Umetsu
健司 梅津
Hiroshi Asai
洋 浅井
Takashi Sanka
崇 三加
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Sumitomo Mitsui Construction Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a joint structure of reinforcements which is embedded in a concrete member, and a method for reinforcing a bridge pier using the joint structure.SOLUTION: Precast forms 11a, 11b, each of which is divided into a plurality of parts, are arranged along the outer peripheral surface of a bridge pier skeleton 3. A reinforcement 13, which is bent in a U-shape so that its tip faces the other end side, is projected from the end surface of the precast form. An enlarged part 15, which projects outside from the peripheral surface of the reinforcement 13 to transmit a tensile force of the reinforcement 13 to concrete in which the reinforcement 13 is embedded, is formed on the tip of the reinforcement 13 The precast forms arranged along the outer peripheral surface of the skeleton 3 are installed with a space from the outer peripheral surface of the skeleton 3 and arranged with a space between adjacent precast forms. Between the adjacent precast forms, reinforcements 13a, 13b bent in a U-shape are projected from their precast forms and arranged so as to overlap with each other, and the surfaces of the enlarged parts 15 connected to the reinforcements 13a, 13b face each other.

Description

本発明は、コンクリート中に埋め込まれる鉄筋を、引張力が伝達されるように接合する鉄筋の継ぎ手構造及びこの鉄筋の継ぎ手構造を用いた橋脚の補強方法に関するものである。   The present invention relates to a reinforcing bar joint structure for joining reinforcing bars embedded in concrete so that a tensile force can be transmitted, and a pier reinforcement method using the reinforcing bar joint structure.

コンクリート中に埋め込まれる鉄筋の継ぎ手構造としては、接合する２本の鉄筋の所定長を互いに重ね合わせるように配置する重ね継ぎ手が広く用いられている。このような継ぎ手の構造では、鉄筋を埋め込むコンクリートを介して引張力を伝達するものとなっており、所定の間隔で平行に並列された鉄筋の継ぎ手が軸線方向において同じ位置にあると、継ぎ手位置でコンクリートに複雑な応力が発生する。これを緩和するために、鉄筋は交互に継ぎ手の位置を軸線方向にずらして配置することが行われている。
また、接合される鉄筋の端部はフック状の曲げ加工を施したり、特許文献１に記載されているように重ね合わされる鉄筋の端部にプレート等の拡大部を設けたりすることが提案されている。 As a joint structure of reinforcing bars embedded in concrete, a lap joint in which predetermined lengths of two reinforcing bars to be joined are arranged so as to overlap each other is widely used. In such a joint structure, the tensile force is transmitted through the concrete in which the reinforcing bar is embedded, and when the reinforcing bar joints arranged in parallel at a predetermined interval are in the same position in the axial direction, the joint position As a result, complex stress is generated in the concrete. In order to alleviate this, the reinforcing bars are arranged by alternately shifting the positions of the joints in the axial direction.
Further, it has been proposed that the end portions of the reinforcing bars to be joined are subjected to hook-like bending, or an enlarged portion such as a plate is provided at the end portion of the reinforcing bars to be overlapped as described in Patent Document 1. ing.

一方、コンクリート構造物を構築するときに、構築現場における作業量の低減や構造物の精度の向上等を図る目的から、工場等で予め形成されたプレキャストコンクリート部材を複数配列し、これらプレキャスト部材間にコンクリートを打設して接合する構築方法が知られている。このような方法ではプレキャストコンクリート部材から鉄筋を突き出しておき、接合される双方のプレキャストコンクリート部材から突き出した鉄筋を重ね合わせて接合部のコンクリートを構築現場で打設する。このとき、接合部のコンクリートを打設する範囲をできるだけ少なくすることが施工の効率から望ましく、双方のプレキャストコンクリート部材から突き出した鉄筋は、狭い範囲で接合することが求められる。   On the other hand, when constructing a concrete structure, a plurality of precast concrete members formed in advance at a factory or the like are arranged for the purpose of reducing the amount of work at the construction site and improving the accuracy of the structure. There is known a construction method in which concrete is cast and bonded to each other. In such a method, reinforcing bars are projected from the precast concrete member, and the reinforcing bars protruding from both of the precast concrete members to be joined are overlapped to place the concrete at the joint at the construction site. At this time, it is desirable from the construction efficiency to reduce the range in which the concrete at the joint is placed as much as possible, and the reinforcing bars protruding from both the precast concrete members are required to be joined within a narrow range.

このため、並列される鉄筋の継ぎ手位置が軸線方向において同じ位置となっても、継ぎ手位置が弱点とならないようにする鉄筋の継ぎ手構造が提案されており、例えば図８に示すような構造がある。この継ぎ手構造は、プレキャスト部材４１，４２の互いに対向する端面からループ状に加工された鉄筋４３，４４を突出させておき、対向する２つのプレキャスト部材４１，４２から突出した上記鉄筋４３，４４のループ状部分を互いに重ね合わせ、この部分にコンクリートを打設して埋設するものである。   For this reason, there has been proposed a rebar joint structure that prevents the joint position from becoming a weak point even when the joint positions of the rebars arranged in parallel are the same in the axial direction. For example, there is a structure as shown in FIG. . In this joint structure, the reinforcing bars 43 and 44 processed in a loop shape are projected from the end faces of the precast members 41 and 42 facing each other, and the reinforcing bars 43 and 44 projecting from the two precast members 41 and 42 facing each other. The loop-shaped parts are overlapped with each other, and concrete is placed and buried in this part.

また、上記のようなプレキャストコンクリート部材を用いて鉄筋コンクリートの橋脚を補強することが行われている。鉄筋コンクリートからなる橋脚は耐震基準の変更等によって耐震性能を高める必要が生じ、既に構築されている橋脚の外周面に新たなコンクリートを巻きたてて橋脚を補強するものである。例えば、特許文献２には、既設の壁式コンクリート橋脚躯体の周囲に板状のプレキャストコンクリート型枠を配置し、これらのプレキャストコンクリート型枠と橋脚躯体との間にコンクリートを打設する耐震補強構造が記載されている。この構造では、プレキャストコンクリート型枠及び打設されたコンクリートが橋脚躯体と一体となって耐震補強部を形成するとともに、プレキャストコンクリート型枠には周方向の鉄筋つまり帯鉄筋が配置されており、互いに隣り合うプレキャストコンクリート型枠間でこれらの鉄筋を接合するものとなっている。   Moreover, reinforcement of the pier of a reinforced concrete is performed using the above precast concrete members. Bridge piers made of reinforced concrete need to be improved in seismic performance due to changes in seismic standards, and new reinforced concrete is wound around the outer peripheral surface of piers that have already been constructed to reinforce the pier. For example, Patent Document 2 discloses a seismic reinforcement structure in which a plate-shaped precast concrete formwork is arranged around an existing wall-type concrete pier frame, and concrete is placed between the precast concrete formwork and the pier frame. Is described. In this structure, the precast concrete formwork and the cast concrete are integrated with the pier frame to form a seismic reinforcement, and the precast concrete formwork is provided with circumferential reinforcing bars, that is, strip reinforcing bars. These rebars are joined between adjacent precast concrete molds.

特開２００９−１７９９６１号公報JP 2009-179961 A 特開２００２−３３２７５０号公報JP 2002-332750 A

しかしながら、図８に示すような鉄筋の継ぎ手構造を、薄い板状のプレキャストコンクリート部材に埋め込まれた鉄筋の接合に適用するときには、次のような問題点がある。
図８に示すように、互いに対向するプレキャストコンクリート部材の端面からループ状の鉄筋を突出させる鉄筋の継ぎ手構造では、鉄筋のループ状部分から連続した両端部側の鉄筋、つまり所定間隔を開けてほぼ平行となった２本の鉄筋をプレキャストコンクリート部材内に埋設する必要がある。したがって、これら２本の鉄筋を埋設するための厚みを確保しなければならず、プレキャストコンクリート部材の厚みが大きくなり重量が増加する。
また、プレキャストコンクリート部材間の接合部分では、並列される鉄筋の継ぎ手位置が同じ位置なっても鉄筋の引張力が確実に伝達される構造とすることが求められている。 However, when the reinforcing bar joint structure shown in FIG. 8 is applied to the joining of reinforcing bars embedded in a thin plate-like precast concrete member, there are the following problems.
As shown in FIG. 8, in the reinforcing bar joint structure in which the looped reinforcing bars protrude from the end faces of the precast concrete members facing each other, the reinforcing bars on both ends continuous from the looped part of the reinforcing bars, that is, with a predetermined interval therebetween, It is necessary to embed two rebars in parallel in the precast concrete member. Therefore, the thickness for embedding these two reinforcing bars must be ensured, and the thickness of the precast concrete member increases and the weight increases.
Moreover, it is calculated | required by the structure where the tensile force of a reinforcing bar is reliably transmitted in the junction part between precast concrete members, even if the joint position of the reinforcing bar arranged in parallel is the same position.

本発明は、このような事情に鑑みてなされたものであり、その目的は、鉄筋を埋め込むコンクリートを介して確実に引張力の伝達が行われる鉄筋の継ぎ手構造、及びこの鉄筋の継ぎ手構造を用いて橋脚を補強する方法を提供することである。   The present invention has been made in view of such circumstances, and an object of the present invention is to use a reinforcing bar joint structure in which a tensile force is reliably transmitted through the concrete in which the reinforcing bar is embedded, and the reinforcing bar joint structure. To provide a way to reinforce the pier.

上記課題を解決するために、請求項１に係る発明は、 コンクリート部材中に埋め込む２本の鉄筋が、該鉄筋の軸線に沿って縦方向に並べられ、それぞれの鉄筋に作用する引張力が相互間で伝達されるように配置された鉄筋の継ぎ手構造であって、 それぞれの鉄筋の継ぎ合わせる端部は、先端が他端側へ向くようにＵ字状に曲げ加工が施され、前記先端には該鉄筋の周面より外側に張り出して、該鉄筋を埋め込むコンクリートに対して該鉄筋の引張力を伝達する拡大部が形成されており、 前記曲げ加工によって湾曲した領域より前記他端側の所定長及び湾曲した前記領域より継ぎ合わせる端部の前記先端側の所定長が、継ぎ合わせる２本の鉄筋の相互間で接触又は軸線と直角方向に所定の間隔を開けて並列するように配置されていることを特徴とする鉄筋の継ぎ手構造を提供する。   In order to solve the above-mentioned problem, the invention according to claim 1 is that the two reinforcing bars embedded in the concrete member are arranged in the longitudinal direction along the axis of the reinforcing bars, and the tensile forces acting on the reinforcing bars are mutually connected. The joints of the reinforcing bars are arranged so as to be transmitted between them, and the ends of the joints of the reinforcing bars are bent in a U shape so that the ends are directed to the other end side, Is formed outside the peripheral surface of the reinforcing bar, and is formed with an enlarged portion that transmits the tensile force of the reinforcing bar to the concrete in which the reinforcing bar is embedded. The predetermined length on the tip side of the end portion to be joined from the long and curved regions is arranged so as to be parallel to each other between the two reinforcing bars to be joined or at a predetermined interval in a direction perpendicular to the axis. That To provide a joint structure of rebar to butterflies.

この鉄筋の継ぎ手構造では、継ぎ合わされる２本の鉄筋の、継ぎ合わされる端部がＵ字状にそれぞれ曲げ加工されており、曲げ加工により湾曲した領域及びこの湾曲領域の両側の所定長は双方の鉄筋が並列して新しく打設するコンクリートを囲い込むこととなる。また、鉄筋の継ぎ合わせる先端には拡大部が形成されており、コンクリートと鉄筋との定着が強固なものになるとともに、鉄筋の引張力が双方の先端から互いに対向する方向の圧縮力としてコンクリートに伝達される。したがって、双方の鉄筋に引張力が作用した状態では、囲い込まれたコンクリートには圧縮力が作用した状態となる。このため、この領域内ではコンクリートの崩壊を抑制されるともに、この圧縮領域のコンクリートに双方の鉄筋が巻き回された状態となって双方間で引張力が伝達される。   In this reinforcing bar joint structure, the end portions of the two reinforcing bars to be joined are bent into a U-shape, and both the curved region and the predetermined length on both sides of the curved region are both The new reinforcing bars will be used to enclose the concrete to be newly placed. In addition, an enlarged part is formed at the tip where the reinforcing bars are joined, so that the concrete and the reinforcing bars are firmly fixed, and the tensile force of the reinforcing bars is applied to the concrete as a compressive force in the opposite direction from both ends. Communicated. Therefore, in a state in which a tensile force is applied to both the reinforcing bars, a compressive force is applied to the enclosed concrete. For this reason, in this area | region, while collapse of concrete is suppressed, both the reinforcing bars are wound around the concrete of this compression area | region, and tensile force is transmitted between both.

請求項２に係る発明は、 既存の橋脚の外周面に新たなコンクリートを打設して、該橋脚を補強する方法であって、 該橋脚の周囲に、該橋脚の外周面と所定の間隔を隔ててプレキャストコンクリートからなる複数のプレキャスト型枠を配列し、 前記プレキャスト型枠は、周方向の端面から複数の鉄筋が突き出し、 該鉄筋は、先端が他端側へ向くようにＵ字状に曲げ加工が施され、 該先端には該鉄筋の周面より外側に張り出して、該鉄筋を埋め込むコンクリートに対して該鉄筋の引張力を伝達する拡大部が形成されており、 隣り合う前記プレキャスト型枠の対向する端面からそれぞれ突き出した複数の前記鉄筋は、他方のプレキャスト型枠から突き出した前記鉄筋間に差し入れて、前記曲げ加工によって湾曲した領域より前記プレキャスト型枠に埋め込まれた側及び湾曲した前記領域より先端側が、隣り合う２つのプレキャスト型枠から突き出した前記鉄筋の相互間で接触又は軸線と直角方向に所定の間隔を開けて並列するように配置し、 前記プレキャスト型枠と前記橋脚の外周面との間、及び隣り合う前記プレキャスト型枠間にコンクリートを打設して、該プレキャスト型枠の端面から突き出した前記鉄筋を埋め込むとともに該プレキャスト型枠と前記橋脚とを一体に接合することを特徴とする橋脚の補強方法を提供する。   The invention according to claim 2 is a method of placing new concrete on the outer peripheral surface of an existing pier to reinforce the pier, and has a predetermined distance from the outer peripheral surface of the pier around the pier. A plurality of precast molds made of precast concrete are arranged, and the precast molds are bent in a U shape so that a plurality of reinforcing bars protrude from the end face in the circumferential direction, and the reinforcing bars are directed to the other end side. An enlarged portion is formed at the tip so as to project outward from the peripheral surface of the reinforcing bar and transmit the tensile force of the reinforcing bar to the concrete in which the reinforcing bar is embedded. The adjacent precast formwork A plurality of the reinforcing bars protruding from the opposing end surfaces of the two are inserted between the reinforcing bars protruding from the other precast formwork, and the precast from the curved region by the bending process. Arranged so that the side embedded in the mold and the tip side of the curved area are parallel to each other between the reinforcing bars protruding from two adjacent precast molds with a predetermined interval in the direction perpendicular to the axis. And placing concrete between the precast formwork and the outer peripheral surface of the pier, and between adjacent precast formwork, and embedding the reinforcing bars protruding from the end face of the precast formwork, and the precast formwork And a method for reinforcing the pier, wherein the pier and the pier are joined together.

この橋脚の補強方法では、プレキャスト型枠とこのプレキャスト型枠と橋脚との間に新たに打設されたコンクリートとが、橋脚と一体となって断面が拡大する。そして、プレキャスト型枠内に配置された鉄筋が、配列された複数のプレキャスト型枠間で強固に接合され、帯鉄筋として機能して橋脚が補強される。
また、プレキャスト型枠は、水中にある橋脚の外周面に沿って配列することが可能であり、水中にある橋脚部分にもコンクリートを巻きたてて補強することが可能となる。 In this pier reinforcement method, the precast formwork and concrete newly placed between the precast formwork and the pier are integrated with the pier and the cross section is enlarged. And the reinforcing bar arrange | positioned in a precast formwork is joined firmly between the some precast formwork arranged, functions as a belt reinforcement, and a pier is reinforced.
Moreover, the precast formwork can be arranged along the outer peripheral surface of the underwater pier, and can be reinforced by winding concrete around the underwater pier portion.

また、この橋脚の補強方法で採用される鉄筋の継ぎ手は、図８に示す継ぎ手構造と比較すると、Ｕ字状の鉄筋は湾曲した領域の両側に続く直線部分の一方のみ、つまり１本の鉄筋のみをプレキャスト型枠内に埋設すればよく、プレキャスト型枠の厚みを低減でき、橋脚を補強する現場での作業を効率化することができる。   In addition, the reinforcing bar joint employed in this method of reinforcing the pier is compared with the joint structure shown in FIG. 8, the U-shaped reinforcing bar has only one of the straight portions that continue on both sides of the curved region, that is, one reinforcing bar. It is sufficient to embed only in the precast formwork, the thickness of the precast formwork can be reduced, and the work at the site for reinforcing the pier can be made efficient.

上記のように、本発明に係る鉄筋の継ぎ手構造では、鉄筋の接合部でコンクリートに圧縮領域を形成することができ、圧縮力が作用したコンクリートを介して確実に引張力の伝達が行われる継ぎ手構造とすることができる。また、本発明に係る橋脚の補強方法では、プレキャスト型枠に配置された鉄筋を、互いに隣り合うプレキャスト型枠間で強固に接合することができるとともに、プレキャスト型枠の厚さを小さく軽量として、プレキャスト型枠を橋脚の周囲に建て込む作業を効率化することが可能となる。   As described above, in the reinforcing bar joint structure according to the present invention, a compression region can be formed in the concrete at the joint of the reinforcing bar, and the tensile force is reliably transmitted through the concrete on which the compressive force is applied. It can be a structure. In the pier reinforcement method according to the present invention, the reinforcing bars arranged in the precast formwork can be firmly joined between the precast formwork adjacent to each other, and the thickness of the precast formwork is made small and lightweight. It is possible to improve the efficiency of building the precast formwork around the pier.

本発明に係る方法によって補強することができる橋脚の一例を示す正面図、側面図及び平断面図である。It is the front view, side view, and plane sectional view which show an example of the bridge pier which can be reinforced by the method which concerns on this invention. 図１に示す橋脚を補強するために用いられるプレキャスト型枠の配置を示す平断面図である。It is a plane sectional view which shows arrangement | positioning of the precast formwork used in order to reinforce the pier shown in FIG. 図２に示すプレキャスト型枠の水平方向の端部を示す拡大平面図である。It is an enlarged plan view which shows the edge part of the horizontal direction of the precast formwork shown in FIG. 図３に示すプレキャスト型枠に代えて用いることができる他のプレキャスト型枠の端部を示す拡大平面図である。It is an enlarged plan view which shows the edge part of the other precast formwork which can be used instead of the precast formwork shown in FIG. 図２に示すように配置されたプレキャスト型枠の周方向の接合部を示す正面図及び平面図である。It is the front view and top view which show the junction part of the circumferential direction of the precast formwork arrange | positioned as shown in FIG. 図２に示すようにプレキャスト型枠を配置して補強された橋脚の正面図である。FIG. 3 is a front view of a pier reinforced by arranging a precast formwork as shown in FIG. 2. 補強された橋脚におけるプレキャスト型枠の接合部で鉄筋及びコンクリートに作用する力を説明する概略平断面図である。It is a general | schematic plane sectional view explaining the force which acts on a reinforcing bar and concrete in the junction part of the precast formwork in the reinforced pier. 従来の鉄筋の継ぎ手構造を示す平断面図である。It is a plane sectional view showing the conventional joint structure of a reinforcing bar.

以下、本発明の実施の形態を図に基づいて説明する。
図１は、本発明に係る方法によって補強することができる橋脚の一例を示す正面図、側面図及び平断面図である。
この橋脚１は、鉄筋コンクリートで形成され、フーチング２と、このフーチング上に立ち上げられた躯体３とを有し、躯体３の上に支承４を介して橋桁５を支持するものである。躯体３の上部は、橋桁の幅方向への張り出し部３ａを有するものとなっており、張り出し部３ａが設けられた位置より下方は、図１（ｃ）に示すように橋桁５の幅方向に断面寸法が大きく、橋桁５の軸線方向に断面が小さい壁状となっている。そして、橋桁の幅方向における両端部では断面の周縁が円弧状となり、躯体の側面が曲面となっている。この躯体３のコンクリート内には、フーチング２から連続して立ち上げられた主筋（図示せず）が配置され、側面に沿ってこれらの主筋を囲むように水平方向の帯筋（図示せず）が配置されている。 Hereinafter, embodiments of the present invention will be described with reference to the drawings.
FIG. 1 is a front view, a side view, and a plan sectional view showing an example of a pier that can be reinforced by the method according to the present invention.
The bridge pier 1 is formed of reinforced concrete, has a footing 2 and a frame 3 raised on the footing, and supports the bridge girder 5 via a support 4 on the frame 3. The upper part of the frame 3 has a protruding part 3a in the width direction of the bridge girder, and the position below the position where the protruding part 3a is provided is in the width direction of the bridge girder 5 as shown in FIG. The cross-sectional dimension is large, and the cross-section is a wall shape with a small cross-section in the axial direction. And in the both ends in the width direction of a bridge girder, the periphery of a cross section becomes circular arc shape, and the side surface of a housing is a curved surface. In the concrete of the frame 3, main bars (not shown) continuously raised from the footing 2 are arranged, and horizontal band bars (not shown) so as to surround these main bars along the side surface. Is arranged.

この橋脚１の補強は、図１中に仮想線（一点鎖線）で示すように、躯体の張り出し部３ａが設けられた位置より下方をコンクリート６で巻きたて、断面を拡大するものである。また、巻き立てるコンクリート６中にも、上下方向の主筋と水平方向の帯筋とを配置する。このコンクリートの巻き立ては、次のように行うことができる。
図２に示すように、予め工場等で制作された複数のプレキャスト型枠１１，１２を、上記躯体３の外周面に沿って該躯体を囲むように配列する。また、橋脚の躯体３とプレキャスト型枠との間には鉛直方向に追加の主筋２１を配置する。そして、躯体３とプレキャスト型枠１１，１２との間及び隣接するプレキャスト型枠間にコンクリートを打設する。これにより、プレキャスト型枠１１，１２を連結するともに躯体３とプレキャスト型枠１１，１２とを新たに打設したコンクリートを介して一体化するものである。 The reinforcement of the pier 1 is to expand the cross section by winding the lower part with concrete 6 from the position where the overhanging portion 3a of the frame is provided, as indicated by a virtual line (dashed line) in FIG. Further, the vertical main bars and the horizontal band bars are also arranged in the concrete 6 to be rolled up. This concrete winding can be performed as follows.
As shown in FIG. 2, a plurality of precast molds 11 and 12 produced in advance at a factory or the like are arranged along the outer peripheral surface of the casing 3 so as to surround the casing. Further, an additional main bar 21 is arranged in the vertical direction between the pier housing 3 and the precast formwork. Then, concrete is placed between the housing 3 and the precast molds 11 and 12 and between adjacent precast molds. As a result, the precast molds 11 and 12 are connected, and the frame 3 and the precast molds 11 and 12 are integrated through the newly placed concrete.

上記プレキャスト型枠は、ほぼ平板状となった第１のプレキャスト型枠１１と、躯体３の外周面が曲面となった部分において該曲面との間に所定の間隔を保持して配列される第２のプレキャスト型枠１２と、が用いられる。
これらプレキャスト型枠１１，１２には、図３に示すように、帯筋となる水平方向の鉄筋１３が埋設されており、鉛直方向にもプレキャスト型枠１１，１２の強度を保持するために鉛直方向の鉄筋１４が配置されている。水平方向に配置された鉄筋１３は、水平方向の両端面から突き出しており、この突き出した部分１３Aが、配列された複数のプレキャスト型枠１１，１２間を接合する継ぎ手構造を形成するものとなっている。この鉄筋１３の突き出した部分１３Aは、図３に示すように、躯体３の側面と対向する側へＵ字状に曲げ加工されている。そして、プレキャスト型枠１１のコンクリートから突き出した部分１３Aは、曲げ加工によって曲線状となった湾曲部１７と、湾曲部１７よりプレキャスト型枠１１のコンクリート側にある埋め込み側直線部１９と、湾曲部１７より先端側で上記埋め込み側直線部１９と所定の間隔でほぼ平行となった先端側直線部１８と、突き出した鉄筋１３の先端に固着されて鉄筋１３の周面よりも外側に張り出した拡大部１５と、を有するものとなっている。 The precast mold is arranged with a predetermined distance between the first precast mold 11 which is substantially flat and the curved surface of the outer peripheral surface of the housing 3. 2 precast molds 12 are used.
In these precast molds 11 and 12, as shown in FIG. 3, horizontal rebars 13 that become strips are embedded, and in order to maintain the strength of the precast molds 11 and 12 in the vertical direction as well, Directional reinforcing bars 14 are arranged. The reinforcing bars 13 arranged in the horizontal direction protrude from both end faces in the horizontal direction, and the protruding portion 13 A forms a joint structure that joins the plurality of precast molds 11 and 12 arranged. It has become. As shown in FIG. 3, the protruding portion 13 A of the reinforcing bar 13 is bent into a U shape toward the side facing the side surface of the housing 3. A portion 13 A that protrudes from the concrete precast mold 11 includes a curved portion 17 a curved shape by bending, the embedded side straight portion 19 on the concrete side of the precast mold 11 from the bending portion 17, curved The tip-side straight portion 18 which is substantially parallel to the embedded-side straight portion 19 at a predetermined interval on the tip side from the portion 17 and the tip of the protruding reinforcing bar 13 are fixed and projecting outward from the peripheral surface of the reinforcing bar 13. And an enlarged portion 15.

上記拡大部１５は、鋼からなる板状の部材を予め接合したものであって、この板状部材又は鉄筋を高速で回転させながら互いに押し付け、これにより発生する摩擦熱で溶着されたものである。なお、拡大部１５を鉄筋１３に固着する方法は、上記のような摩擦圧接に限定されるものではなく、ガス圧接やアーク溶接等の従来から用いられている方法を採用することもできる。また、拡大部１５の形状は、鉄筋の周面よりも拡大された断面形状を有するものであれば板状に限定されるものではない。さらに、例えば図４に示すように、鉄筋３３の外周面にネジを形成しておき、フランジ部を備えたナット３４又は雌ねじが形成されたプレート等をねじり合わせるものであってもよい。   The enlarged portion 15 is obtained by joining plate-like members made of steel in advance and pressing them together while rotating the plate-like members or reinforcing bars at high speed, and welded by the frictional heat generated thereby. . The method for fixing the enlarged portion 15 to the reinforcing bar 13 is not limited to the friction welding as described above, and a conventionally used method such as gas welding or arc welding can also be adopted. Further, the shape of the enlarged portion 15 is not limited to a plate shape as long as it has a cross-sectional shape enlarged from the peripheral surface of the reinforcing bar. Further, as shown in FIG. 4, for example, a screw may be formed on the outer peripheral surface of the reinforcing bar 33, and a nut 34 provided with a flange portion or a plate on which a female screw is formed may be twisted together.

第１のプレキャスト型枠１１及び第２のプレキャスト型枠１２は、躯体３の外周面との間に所定の間隔を保持するとともに、隣り合うプレキャスト型枠間にも鉄筋の継ぎ手構造を形成する所定の間隔を隔てて配列される。そして、図５に示すように、隣り合う２つのプレキャスト型枠１１ａ，１１ｂ間では、上下に複数が配列されてプレキャスト型枠１１ａの端面から水平に突き出した鉄筋１３ａは、隣り合って配列される他のプレキャスト型枠１１ｂから突出している複数の鉄筋１３ｂ間に上下方向に間隔を空けて差し入れられる。そして、隣り合う双方のプレキャスト型枠１１ａ，１１ｂから突き出した鉄筋１３ａ，１３ｂのＵ字状となった部分が、平面視において互いに重なり合うように配置される。つまり、プレキャスト型枠１１ａ，１１ｂのそれぞれから突き出した鉄筋の埋め込み側直線部１９ａ，１９ｂの所定長と先端側直線部１８ａ，１８ｂとは、上下方向に間隔をおいて重なり合い、拡大部１５ａ，１５ｂは鉄筋１３ａ，１３ｂに固着された面が互いに対向するように配置される。このような状態では、湾曲部１７ａ，１７ｂと、上記埋め込み側直線部１９ａ，１９ｂと上記先端側直線部１８ａ，１８ｂとが、平面視において閉じた形状となって、これらの内側にコンクリート塊を囲むように鉄筋１３が配置される。
また、躯体３の外周面に沿って鉛直方向に配置される主筋２１の一部は上記湾曲部１７ａ，１７ｂと埋め込み側直線部１９ａ，１９ｂと先端側直線部１８ａ，１８ｂとで囲まれた領域２３に配置する。 The first precast mold 11 and the second precast mold 12 maintain a predetermined distance from the outer peripheral surface of the housing 3 and also form a reinforcing bar joint structure between adjacent precast molds. Are arranged at intervals of. Then, as shown in FIG. 5, between the two adjacent precast molds 11a and 11b, the reinforcing bars 13a that are arranged in a vertical direction and protrude horizontally from the end face of the precast mold 11a are arranged adjacent to each other. Between the plurality of reinforcing bars 13b protruding from the other precast form 11b, it is inserted with an interval in the vertical direction. The U-shaped portions of the reinforcing bars 13a and 13b protruding from both adjacent precast molds 11a and 11b are arranged so as to overlap each other in plan view. That is, the predetermined lengths of the reinforcing-bar-side straight portions 19a, 19b protruding from the precast molds 11a, 11b and the tip-side straight portions 18a, 18b overlap with each other at intervals in the vertical direction, and the enlarged portions 15a, 15b. Are arranged so that the surfaces fixed to the reinforcing bars 13a and 13b face each other. In such a state, the curved portions 17a, 17b, the embedded-side straight portions 19a, 19b, and the tip-side straight portions 18a, 18b are closed in a plan view, and a concrete lump is placed inside them. The reinforcing bar 13 is arranged so as to surround it.
Further, a part of the main muscle 21 arranged in the vertical direction along the outer peripheral surface of the housing 3 is surrounded by the curved portions 17a and 17b, the embedding side straight portions 19a and 19b, and the front end side straight portions 18a and 18b. 23.

このようにして、すべてのプレキャスト型枠１１，１２を順次、躯体３の外周面に沿って配列し、隣接したプレキャスト型枠間に型枠２２を設置する。その後、躯体３とプレキャスト型枠１１，１２との間及び隣接して配列されたプレキャスト型枠１１，１２の間にコンクリートを打設し、コンクリートの養生後脱型する。なお、本実施の形態では、プレキャスト型枠１１，１２の高さは、図６に示すように躯体３のコンクリートで巻き立てる高さの約１／２に形成されており、躯体３の周囲にコンクリートを巻き立てる工程を２回に分けて行うものとしている。つまり、下段のプレキャスト型枠１１L，１２Lを配置し、これらのプレキャスト型枠１１L，１２Lと躯体３との間にコンクリートを打設する。打設したコンクリートが硬化した後、躯体下部の増厚されたコンクリートの上に、上記と同様に躯体３の外周面に沿って上段のプレキャスト型枠１１H，１２Hを配列する。そして、隣接したプレキャスト型枠間及び躯体３とプレキャスト型枠１１H，１２Hの間にコンクリートを打設して躯体３の上部にコンクリートを巻きたてる。 In this way, all the precast molds 11 and 12 are sequentially arranged along the outer peripheral surface of the housing 3, and the mold 22 is installed between the adjacent precast molds. Thereafter, concrete is placed between the frame 3 and the precast molds 11 and 12 and between the precast molds 11 and 12 arranged adjacent to each other, and the concrete is removed after curing. In the present embodiment, the heights of the precast molds 11 and 12 are formed to be about ½ of the height of the casing 3 wound with concrete as shown in FIG. The process of winding up concrete is performed in two steps. That is, lower precast molds 11 L and 12 L are arranged, and concrete is placed between these precast molds 11 L and 12 L and the frame 3. After the cast concrete is hardened, the upper precast molds 11 H and 12 H are arranged on the thickened concrete at the lower part of the casing along the outer peripheral surface of the casing 3 in the same manner as described above. Then, concrete is placed between adjacent precast molds and between the frame 3 and the precast molds 11 H and 12 H , and the concrete is wound around the upper part of the frame 3.

これにより、既存の躯体３とプレキャスト型枠１１，１２とを新らたに打設したコンクリートを介して一体とすることができる。また、それぞれのプレキャスト型枠１１，１２内に配置された水平方向の鉄筋１３は、接合されるプレキャスト型枠１１，１２間に設けられる鉄筋の継ぎ手構造によって強固に接合され、周方向の閉じた形状で引張力を伝達することが可能となる。これにより帯筋として機能し、躯体３のせん断破壊等に対して有効な補強となる。
一方、このように橋脚の躯体３の断面を増大する補強は、躯体３の下部及びフーチング２が水面下にあるような場合にも、水中でプレキャスト型枠１１，１２を設置し、躯体３とプレキャストキャスト型枠１１，１２との間に水中でコンクリートを打設して躯体３を補強することができる Thereby, the existing frame 3 and the precast molds 11 and 12 can be integrated with each other through newly placed concrete. Further, the horizontal reinforcing bars 13 arranged in the respective precast molds 11 and 12 are firmly joined by the joint structure of the reinforcing bars provided between the precast molds 11 and 12 to be joined and closed in the circumferential direction. It becomes possible to transmit the tensile force by the shape. Thereby, it functions as a streak and becomes effective reinforcement against shear fracture of the housing 3 or the like.
On the other hand, the reinforcement for increasing the cross section of the pier housing 3 in this way is to install the precast molds 11 and 12 in the water even when the lower portion of the housing 3 and the footing 2 are under the water surface, It is possible to reinforce the frame 3 by placing concrete underwater between the precast cast molds 11 and 12.

なお、上記プレキャスト型枠間で接合される鉄筋の継ぎ手構造は次のように機能し、強固に鉄筋が接合される。
鉄筋１３ａ，１３ｂに作用した引張力Ｔ1は、図７に示すように、Ｕ字状に曲げ加工された湾曲部１７ａ，１７ｂにおいて、コンクリート部材に圧縮力Ｐ1として伝達される。接合する双方の鉄筋１３ａ，１３ｂの湾曲部１７ａ，１７ｂは互いに対向しており、コンクリート部材に伝達された圧縮力Ｐ1は湾曲部間のコンクリートの圧縮力となって相殺される。また、鉄筋の湾曲部１７ａ，１７ｂを越えて先端側直線部１８ａ，１８ｂに伝達された引張力は、先端側直線部１８ａ，１８ｂとコンクリートとの付着によってコンクリート部材に伝達されるとともに、拡大部１５ａ，１５ｂに伝達される。拡大部１５ａ，１５ｂでは鉄筋１３ａ，１３ｂの引張力が、該鉄筋の先端側直線部１８ａ，１８ｂが接合された側の面からコンクリート部材に圧縮力Ｐ2として伝達される。そして、双方の鉄筋１３ａ，１３ｂに接合された拡大部１５ａ，１５ｂのコンクリート部材に圧縮力Ｐ2を伝達する面が互いに対向しており、２つの拡大部１５ａ，１５ｂ間に圧縮力が作用する。したがって、双方の鉄筋の湾曲部１７ａ，１７ｂと埋め込み側直線部１９ａ，１９ｂと先端側直線部１８ａ，１８ｂとで囲まれた範囲が圧縮領域になるとともに、鉄筋１３ａ，１３ｂによって拘束されて破壊されにくい強固な部分となる。そして、この圧縮領域のコンクリートを介して鉄筋１３ａ，１３ｂの引張力が相互間で伝達される。このため、躯体３は鉄筋１３ａ，１３ｂが帯筋として作用することによって強固な構造となる。 In addition, the joint structure of the rebar joined between the said precast formwork functions as follows, and a rebar is joined firmly.
As shown in FIG. 7, the tensile force T 1 acting on the reinforcing bars 13 a and 13 b is transmitted to the concrete member as the compressive force P 1 in the curved portions 17 a and 17 b bent into a U shape. Both rebar 13a joining, 13b of the curved portion 17a, 17b are opposed to each other, the compressive force P 1 transmitted to the concrete member is offset by a compressive force of the concrete between the curved portion. In addition, the tensile force transmitted to the distal-side straight portions 18a, 18b beyond the curved portions 17a, 17b of the reinforcing bars is transmitted to the concrete member due to adhesion between the distal-side straight portions 18a, 18b and the concrete, and an enlarged portion. 15a and 15b. Enlarged portion 15a, 15b in the reinforcing bar 13a, the tensile force 13b is iron muscle distal side straight portion 18a, 18b is transmitted as a compressive force P 2 in the concrete member from the surface of the bonded side. Then, both the reinforcing bar 13a, enlarged portions 15a joined to 13b, the surface to transmit the compressive force P 2 in the concrete member 15b are opposed to each other, two enlarged portions 15a, compressive forces between 15b acts . Therefore, the range surrounded by the curved portions 17a and 17b of both the reinforcing bars, the embedded-side straight portions 19a and 19b, and the tip-side straight portions 18a and 18b becomes a compression region, and is restrained and destroyed by the reinforcing bars 13a and 13b. It becomes a hard part that is difficult. And the tensile force of the reinforcing bars 13a and 13b is transmitted between the concrete in the compression region. For this reason, the frame 3 becomes a strong structure by the reinforcing bars 13a and 13b acting as the band bars.

本発明に係る鉄筋の継ぎ手構造及び橋脚の補強方法は、以上に説明した実施の形態に限定されるものではなく、本発明の範囲内において様々の形態で実施することができる。例えば、隣接して配置されたプレキャスト型枠１１ａ，１１ｂから突出した鉄筋１３ａ，１３ｂのＵ字状部を上下方向に間隔をあけて互いに差し入れて配置したが、接触するように差し入れて配置することもできる。
また、本実施の形態では、躯体３の外周面に沿って８個のプレキャスト型枠１１，１２を配列するとともに、躯体３の上下方向に２段にわたって配置したが、プレキャスト型枠の幅や高さ等は、適宜変更することができる。さらに、壁式橋脚に限定されることなく、他の形状の橋脚にも適用することができる。 The reinforcing bar joint structure and the pier reinforcement method according to the present invention are not limited to the embodiment described above, and can be implemented in various forms within the scope of the present invention. For example, the U-shaped portions of the reinforcing bars 13a and 13b protruding from the precast molds 11a and 11b arranged adjacent to each other are arranged so as to be spaced apart from each other in the vertical direction, but are arranged so as to be in contact with each other. You can also.
In the present embodiment, eight precast molds 11 and 12 are arranged along the outer peripheral surface of the casing 3 and arranged in two stages in the vertical direction of the casing 3, but the width and height of the precast mold are not limited. The thickness and the like can be changed as appropriate. Furthermore, it is not limited to a wall-type pier, but can be applied to other shapes.

一方、本発明に係る鉄筋の継ぎ手構造は、プレキャスト型枠の接合部に限定されることなく、他の部位における鉄筋の接合に広く用いることもできる。例えば、新たに設ける橋脚の躯体を、プレキャストコンクリートブロックを接合して構築するものとし、これらのプレキャストコンクリートブロックに埋め込まれた鉄筋の接合構造としても適用することができる。また、現場でコンクリートを打設して構築されるコンクリート構造物において、コンクリート中に埋め込まれる鉄筋の継ぎ手構造としても適用することもできる。   On the other hand, the joint structure of the reinforcing bar according to the present invention is not limited to the joint part of the precast formwork, and can be widely used for joining reinforcing bars in other parts. For example, it is assumed that a newly-provided pier frame is constructed by joining precast concrete blocks, and can be applied as a joining structure of reinforcing bars embedded in these precast concrete blocks. Further, in a concrete structure constructed by placing concrete on site, it can also be applied as a joint structure for reinforcing bars embedded in concrete.

１：橋脚、 ２：フーチング、 ３：躯体、 ４：支承、 ５：橋桁、 ６：躯体に巻き立てるコンクリート、
１１：第１のプレキャスト型枠、 １２：第２のプレキャスト型枠、 １３：水平方向に配置された鉄筋、 １４：鉛直方向の鉄筋、 １５：拡大部、 １７：Ｕ字状に曲げ加工された鉄筋の湾曲部、 １８：Ｕ字状に曲げ加工された鉄筋の先端側直線部、 １９：Ｕ字状に曲げ加工された鉄筋の埋め込み側直線部、
２１：追加で配置する主筋、 ２２：型枠、 ２３：鉄筋の継ぎ手部における鉄筋で囲まれた領域、
３３：鉄筋、 ３４：フランジ部を備えたナット、
４１，４２：プレキャスト部材、 ４３，４４：鉄筋 1: bridge pier, 2: footing, 3: frame, 4: support, 5: bridge girder, 6: concrete wound around the frame,
11: 1st precast formwork, 12: 2nd precast formwork, 13: Reinforcing bars arranged in the horizontal direction, 14: Reinforcing bars in the vertical direction, 15: Enlarged part, 17: Bending into U-shape Reinforcing bar curved portion 18: Rebar-side straight portion bent into a U shape, 19: Reinforcing side straight portion of a reinforcing bar bent into a U shape,
21: Main bars to be additionally arranged, 22: Formwork, 23: Area surrounded by reinforcing bars at the joints of reinforcing bars,
33: Rebar, 34: Nut with flange,
41, 42: Precast member, 43, 44: Rebar

Claims (2)

コンクリート部材中に埋め込む２本の鉄筋が、該鉄筋の軸線に沿って縦方向に並べられ、それぞれの鉄筋に作用する引張力が相互間で伝達されるように配置された鉄筋の継ぎ手構造であって、
それぞれの鉄筋の継ぎ合わせる端部は、先端が他端側へ向くようにＵ字状に曲げ加工が施され、前記先端には該鉄筋の周面より外側に張り出して、該鉄筋を埋め込むコンクリートに対して該鉄筋の引張力を伝達する拡大部が形成されており、
前記曲げ加工によって湾曲した領域より前記他端側の所定長及び湾曲した前記領域より継ぎ合わせる端部の前記先端側の所定長が、継ぎ合わせる２本の鉄筋の相互間で接触又は軸線と直角方向に所定の間隔を開けて並列するように配置されていることを特徴とする鉄筋の継ぎ手構造。 Two reinforcing bars embedded in a concrete member are arranged in a vertical direction along the axis of the reinforcing bars, and the joint structure of the reinforcing bars is arranged so that the tensile force acting on each reinforcing bar is transmitted between them. And
The ends where the reinforcing bars are joined are bent in a U-shape so that the tips are directed to the other end, and the tips project outward from the peripheral surface of the reinforcing bars, and the concrete is embedded in the reinforcing bars. On the other hand, an enlarged portion that transmits the tensile force of the reinforcing bar is formed,
The predetermined length on the other end side from the curved region by the bending process and the predetermined length on the distal end side of the end portion joined from the curved region are in contact with each other between the two reinforcing bars to be joined or perpendicular to the axis. The reinforcing bar joint structure is arranged so as to be parallel to each other at a predetermined interval. 既存の橋脚の外周面に新たなコンクリートを打設して、該橋脚を補強する方法であって、
該橋脚の周囲に、該橋脚の外周面と所定の間隔を隔ててプレキャストコンクリートからなる複数のプレキャスト型枠を配列し、
前記プレキャスト型枠は、周方向の端面から複数の鉄筋が突き出し、
該鉄筋は、先端が他端側へ向くようにＵ字状に曲げ加工が施され、
該先端には該鉄筋の周面より外側に張り出して、該鉄筋を埋め込むコンクリートに対して該鉄筋の引張力を伝達する拡大部が形成されており、
隣り合う前記プレキャスト型枠の対向する端面からそれぞれ突き出した複数の前記鉄筋は、他方のプレキャスト型枠から突き出した前記鉄筋間に差し入れて、前記曲げ加工によって湾曲した領域より前記プレキャスト型枠に埋め込まれた側及び湾曲した前記領域より先端側が、隣り合う２つのプレキャスト型枠から突き出した前記鉄筋の相互間で接触又は軸線と直角方向に所定の間隔を開けて並列するように配置し、
前記プレキャスト型枠と前記橋脚の外周面との間、及び隣り合う前記プレキャスト型枠間にコンクリートを打設して、該プレキャスト型枠の端面から突き出した前記鉄筋を埋め込むとともに該プレキャスト型枠と前記橋脚とを一体に接合することを特徴とする橋脚の補強方法。

A method of placing new concrete on the outer peripheral surface of an existing pier and reinforcing the pier,
A plurality of precast molds made of precast concrete are arranged around the pier at a predetermined interval from the outer peripheral surface of the pier,
The precast formwork has a plurality of reinforcing bars protruding from the end face in the circumferential direction,
The reinforcing bar is bent in a U shape so that the tip is directed to the other end side,
The tip is formed outside the peripheral surface of the reinforcing bar, and an enlarged portion for transmitting the tensile force of the reinforcing bar to the concrete in which the reinforcing bar is embedded is formed.
A plurality of reinforcing bars protruding from opposite end faces of the adjacent precast molds are inserted between the reinforcing bars protruding from the other precast mold, and are embedded in the precast mold from an area curved by the bending process. And arranged so that the tip side from the curved side and the curved region are arranged in parallel at a predetermined interval in the direction perpendicular to the contact or axis between the reinforcing bars protruding from two adjacent precast molds,
Concrete is placed between the precast formwork and the outer peripheral surface of the pier, and between the adjacent precast formwork, and the reinforcing bars protruding from the end face of the precast formwork are embedded, and the precast formwork and the A method for reinforcing a pier, characterized by joining the pier together.

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