JP6474575B2 - Brace seismic reinforcement structure and seismic reinforcement method for existing buildings - Google Patents

Brace seismic reinforcement structure and seismic reinforcement method for existing buildings Download PDF

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JP6474575B2
JP6474575B2 JP2014196078A JP2014196078A JP6474575B2 JP 6474575 B2 JP6474575 B2 JP 6474575B2 JP 2014196078 A JP2014196078 A JP 2014196078A JP 2014196078 A JP2014196078 A JP 2014196078A JP 6474575 B2 JP6474575 B2 JP 6474575B2
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温子 長濱
温子 長濱
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Daiwa House Industry Co Ltd
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この発明は、ブレースを後付けすることによって耐震補強を施す既存建物のブレース耐震補強構造および耐震補強方法に関する。   The present invention relates to a brace seismic reinforcement structure and a seismic reinforcement method for an existing building that is seismically reinforced by retrofitting braces.

従来、ＲＣ造（鉄筋コンクリート造）建物やＳＲＣ造（鉄骨鉄筋コンクリート造）建物の耐震補強方法として、図１１に示すような鉄骨枠付ブレースによる補強方法が多く用いられている。この補強方法では、既存躯体の上下の既存梁５０，５０に沿う２本の鉄骨６１，６１と既存躯体の左右の既存柱７０，７０に沿う２本の鉄骨６２，６２とからなる鉄骨枠６０に、鉄骨ブレース６３と補剛材６４とを付加している。鉄骨枠６０の取付けでは、例えば同図におけるＡ部の側方および正面から見た縦断面図を示す図１２（Ａ），（Ｂ）のように行う。同図の例では、既存躯体の既存梁５０に後施工アンカー６５を設置し、Ｈ形鋼からなる鉄骨６１の既存梁５０と対向するウェブ部６１ａの裏面（グラウト充填側の面）には予めスタッドボルト６６を立て、鉄骨６１と既存梁５０との間にスパイラル筋６７を配置し（例えば、スタッドボルト６６にスパイラル筋６７を取付ける）、鉄骨６１と既存梁５０との隙間にグラウト６８を充填して硬化させるという手順で、建物躯体に鉄骨枠６０を取付けている。   Conventionally, as a seismic reinforcement method for RC structures (steel reinforced concrete structures) and SRC structures (steel reinforced concrete structures), a reinforcement method using braces with a steel frame as shown in FIG. 11 is often used. In this reinforcing method, a steel frame 60 comprising two steel frames 61, 61 along the existing beams 50, 50 above and below the existing frame and two steel frames 62, 62 along the left and right existing columns 70, 70 of the existing frame. In addition, a steel brace 63 and a stiffener 64 are added. For example, the steel frame 60 is attached as shown in FIGS. 12A and 12B, which are longitudinal sectional views as viewed from the side and front of the portion A in FIG. In the example of the figure, a post-installed anchor 65 is installed on the existing beam 50 of the existing frame, and the rear surface (the grout filling side surface) of the web portion 61a facing the existing beam 50 of the steel frame 61 made of H-shaped steel is previously provided. The stud bolt 66 is erected, a spiral bar 67 is arranged between the steel frame 61 and the existing beam 50 (for example, the spiral bar 67 is attached to the stud bolt 66), and the grout 68 is filled in the gap between the steel frame 61 and the existing beam 50. Then, the steel frame 60 is attached to the building frame by the procedure of curing.

しかし、上記の従来例では、上下の既存梁５０，５０に沿う２本の鉄骨６１，６１と、左右の既存柱７０，７０に沿う２本の鉄骨６２，６２とで組まれた鉄骨枠６０が必要なため、使用する鉄骨材料が多く、コスト高になる。
上記の課題を解消する技術として、図１３（Ａ）のような圧縮ブレースを用いた耐震補強構造が提案されている（例えば特許文献１）。この耐震補強構造は、既存躯体の既存梁５０に沿って設置した鉄骨梁７１と、この鉄骨梁７１に一端が接合されて他端が既存躯体の前記既存梁５０とは別の既存躯体部分である既存柱７０と既存梁５０との接合部に接合される圧縮ブレース７２とを備える。 However, in the above-described conventional example, the steel frame 60 formed by the two steel frames 61 and 61 along the upper and lower existing beams 50 and 50 and the two steel frames 62 and 62 along the left and right existing columns 70 and 70. Therefore, a lot of steel materials are used and the cost is high.
As a technique for solving the above problem, an earthquake-proof reinforcement structure using a compression brace as shown in FIG. 13A has been proposed (for example, Patent Document 1). This seismic retrofit structure is a steel beam 71 installed along the existing beam 50 of the existing frame, and an existing frame part different from the existing beam 50 of the existing frame with one end joined to the steel beam 71 and the other end. A compression brace 72 joined to a joint between an existing column 70 and the existing beam 50 is provided.

特開２０１３−１２９９８２号公報JP2013-129882A 特開２００８−８８７５６号公報JP 2008-88756 A

図１３の従来の耐震補強構造において、鉄骨梁７１を既存梁５０へ設置する構造は特許文献１には明確に記載されていないが、例えば図１３（Ｂ），（Ｃ）のように既存梁５０に打設した後施工アンカー７３を鉄骨梁７１のウェブ部７１ｂに止め付けて、鉄骨梁７１の凹み形状部分７１ａから既存梁５０に渡ってグラウト７４を充填し、グラウト７４が硬化した後で後施工アンカー７３を前記鉄骨梁７１のウェブ部７１ｂに座金７５とナット７６とで締め付けることが考えられる。   In the conventional seismic reinforcement structure of FIG. 13, the structure in which the steel beam 71 is installed on the existing beam 50 is not clearly described in Patent Document 1, but for example, the existing beam as shown in FIGS. After the construction anchor 73 is fixed to the web portion 71b of the steel beam 71 after being placed on the wall 50, the grout 74 is filled from the recessed portion 71a of the steel beam 71 to the existing beam 50, and the grout 74 is cured. It can be considered that the post-installed anchor 73 is fastened to the web portion 71 b of the steel beam 71 with a washer 75 and a nut 76.

しかし、この場合、以下のような課題が残る。
後施工アンカー７３は、既存梁５０内の鉄筋の現況に応じ、鉄筋を傷つけない配置で打設するため、当初の設計位置とは若干異なることがある。そのため、鉄骨梁７１のウェブ部７１ｂには後施工アンカー７３の挿通用孔として、図１４のようにルーズ孔７７を設けておき、後施工アンカー７３の位置に多少のずれがあっても対応できるようにすることとなる。ところが、後施工アンカー７３は相当の長さを有し固定度が低いので、前記ルーズ孔７７が移動代となって後施工アンカー７３が同図に矢印で示すように左右にぐらついてしまう。このため、作業性が悪く精度の高い施工を行えない。
また、鉄骨梁７１の設置にあたり、鉄骨梁７１の凹み形状部分７１ａから既存梁５０に渡ってグラウト７４を充填した後でないと、後施工アンカー７３を締め付け完了できず、この点でも作業性が悪い。 However, in this case, the following problems remain.
Since the post-installed anchor 73 is placed in an arrangement that does not damage the reinforcing bars in accordance with the current state of the reinforcing bars in the existing beam 50, it may be slightly different from the initial design position. Therefore, a loose hole 77 is provided in the web portion 71b of the steel beam 71 as an insertion hole for the post-construction anchor 73 as shown in FIG. Will be. However, since the post-construction anchor 73 has a considerable length and has a low degree of fixing, the loose hole 77 becomes a movement allowance and the post-construction anchor 73 is staggered from side to side as indicated by arrows in FIG. For this reason, workability is poor and high-precision construction cannot be performed.
Further, when the steel beam 71 is installed, the post-installed anchor 73 cannot be tightened unless the grout 74 is filled from the recessed portion 71a of the steel beam 71 to the existing beam 50, and the workability is also poor in this respect. .

後施工アンカー７３の締め付けをグラウト７４の充填前に行う方法として、図１５に示す方法も考えられる。この方法では、先ず図１５（Ａ）のように、前記ルーズ孔７７に挿入される前の後施工アンカー７３において、鉄骨梁７１の配置箇所でそのウェブ部７１ｂが位置する高さにナット７８および座金７９を予め取付けておくことで、図１５（Ｂ）のように鉄骨梁７１を高さ方向に位置規制する。さらに、図１５（Ｃ）のように前記ウェブ部７１ｂの下面側から後施工アンカー７３に別の座金７５およびナット７６を取付け、前記２つのナット７８，７６で鉄骨梁７１を後施工アンカー７３に固定して、鉄骨梁７１のぐらつきを解消する。   A method shown in FIG. 15 is also conceivable as a method for fastening the post-installed anchor 73 before filling the grout 74. In this method, first, as shown in FIG. 15 (A), in the post-installed anchor 73 before being inserted into the loose hole 77, the nut 78 and the web 78b are positioned at a position where the steel beam 71 is located. By attaching the washer 79 in advance, the position of the steel beam 71 is restricted in the height direction as shown in FIG. Further, as shown in FIG. 15C, another washer 75 and a nut 76 are attached to the post-construction anchor 73 from the lower surface side of the web portion 71b, and the steel beam 71 is attached to the post-construction anchor 73 by the two nuts 78 and 76. It fixes and eliminates the wobbling of the steel beam 71.

この場合、上のナット７８の取付け高さは、鉄骨梁７１の配置高さに合わせるが、建方時に微調整が必要となる可能性がある。しかし、上のナット７８があるために、鉄骨梁７１を上方向に微調整できない。すなわち、鉄骨梁７１は既存梁５０に沿って配置するため、鉄骨梁７１の配置後は上のナット７８の位置まで手が入らず、ナット７８を調整することができない。下方向へは微調整可能であるが、そうすると上のナット７８と鉄骨梁７１との間に隙間ができるため、鉄骨梁７１を固定できない。つまり、図１５に示す方法では、鉄骨梁７１を配置した後に高さ調整ができない。   In this case, the mounting height of the upper nut 78 is adjusted to the arrangement height of the steel beam 71, but fine adjustment may be required at the time of construction. However, because of the upper nut 78, the steel beam 71 cannot be finely adjusted upward. That is, since the steel beam 71 is arranged along the existing beam 50, the hand cannot reach the position of the upper nut 78 after the arrangement of the steel beam 71, and the nut 78 cannot be adjusted. Although it can be finely adjusted in the downward direction, since a gap is formed between the upper nut 78 and the steel beam 71, the steel beam 71 cannot be fixed. That is, in the method shown in FIG. 15, the height cannot be adjusted after the steel beam 71 is arranged.

この発明の目的は、上記の各課題を解消できて、鋼材使用量を削減でき、施工性が良く高い施工精度で補強できる既存建物のブレース耐震補強構造および耐震補強方法を提供することである。   An object of the present invention is to provide a brace seismic reinforcement structure and a seismic reinforcement method for an existing building that can solve the above-described problems, reduce the amount of steel material used, have good workability, and can be reinforced with high construction accuracy.

この発明の既存建物のブレース耐震補強構造は、既存建物をブレースで補強する耐震補強構造であって、
既存建物の既存梁の下面または上面に沿って設置された鉄骨梁と、この鉄骨梁に一端が接合されて他端が前記既存建物の前記既存梁とは別の既存躯体部分に接合されるブレースとを備え、
前記鉄骨梁は、グラウトを充填可能な凹み形状部分が前記既存梁に対向する断面形状を有し、前記凹み形状部分の底面を構成するウェブ部の長手方向の複数箇所に後施工アンカーの挿通用のルーズ孔を有し、かつこのルーズ孔に対して前記ウェブ部の幅方向の両側にそれぞれ位置する２個の雌ねじ部の組を、前記長手方向の複数箇所に有し、
前記既存梁に設置された複数本の後施工アンカーが前記鉄骨梁の前記各ルーズ孔に挿通されて前記鉄骨梁の前記ウェブ部に座金およびナットにより止め付けられ、
前記座金の外径は前記ルーズ孔の径よりも大径であり、
前記各雌ねじ部に突っ張り用ボルトがねじ込まれてこの突っ張り用ボルトの先端が前記既存建物の既存梁に押し当てられ、
前記鉄骨梁の前記凹み形状部分から前記既存梁に渡ってグラウトが充填されて硬化したものである。
なお、「後施工アンカー」は、先に構築された鉄筋コンクリート躯体に孔を空け、その孔に埋め込み固着されるアンカーである。後施工アンカーとしては、孔の中へ一部を挿入し、孔内の隙間にグラウトを充填し硬化させ、化学的に固着させる接着系アンカーや、孔の内面を押圧して機械的に固着させる金属系アンカーを例示できる。 The existing building brace seismic reinforcement structure of this invention is a seismic reinforcement structure that reinforces an existing building with braces,
A steel beam installed along the lower or upper surface of an existing beam of an existing building, and a brace having one end joined to the steel beam and the other end joined to an existing frame part different from the existing beam of the existing building And
The steel beam has a cross-sectional shape in which a recessed portion that can be filled with grout is opposed to the existing beam, and is used for inserting post-installed anchors at a plurality of longitudinal positions of the web portion that constitutes the bottom surface of the recessed portion. A set of two female screw portions positioned on both sides in the width direction of the web portion with respect to the loose hole, at a plurality of locations in the longitudinal direction,
A plurality of post-installed anchors installed in the existing beam are inserted into the loose holes of the steel beam and fixed to the web portion of the steel beam with washers and nuts ,
The outer diameter of the washer is larger than the diameter of the loose hole,
A tension bolt is screwed into each of the female thread portions, and the tip of the tension bolt is pressed against the existing beam of the existing building,
Grout is filled and hardened from the recessed shape portion of the steel beam to the existing beam.
The “post-installed anchor” is an anchor that has a hole formed in the reinforced concrete frame constructed previously and is embedded and fixed in the hole. Post-installed anchors are partially inserted into the holes, filled with grout in the gaps and hardened, and chemically anchored to the anchors, and the inner surfaces of the holes are pressed and mechanically fixed. A metal-type anchor can be illustrated.

この構成によると、既存梁の下面または上面に沿って設置された鉄骨梁と、この鉄骨梁に一端が接合されて、他端が既存建物の前記既存梁とは別の既存躯体部分に接合されるブレースとを使用材料とする構成であるため、従来のような鉄骨枠が不要で、少ない鋼材使用量で済ませることができる。
また、既存梁に設置された複数本の後施工アンカーが鉄骨梁のウェブ部に有するルーズ孔に挿通されて、前記ウェブ部に固定部材により止め付けられるため、後施工アンカーに多少の位置ずれがあってもルーズ孔で吸収できる。ルーズ孔を用いるが、鉄骨梁のウェブ部における前記ルーズ孔に対してウェブ部の幅方向の両側にそれぞれ位置する２個の雌ねじ部に突っ張り用ボルトがねじ込まれて、この突っ張り用ボルトの先端が既存梁に押し当てられる。そのため、前記２個の雌ねじ部の組をバランス良く配置することで、突っ張り用ボルトの押圧力を反力として鉄骨梁の設置時のぐらつきを抑えることができ、グラウトの充填前に後施工アンカーの締め付け作業を行うことができる。これにより、施工の工数を削減することができる。
前記「固定部材」としては、座金およびナットを用いても、溶接されたプレートを用いても良い。 According to this configuration, the steel beam installed along the lower surface or the upper surface of the existing beam, one end is joined to the steel beam, and the other end is joined to the existing frame part different from the existing beam of the existing building. Therefore, the conventional steel frame is unnecessary, and a small amount of steel can be used.
In addition, since a plurality of post-installed anchors installed in the existing beam are inserted into the loose holes in the web part of the steel beam and fixed to the web part by a fixing member, the post-construction anchor has a slight displacement. Even if it is, it can be absorbed by the loose hole. Although a loose hole is used, a tension bolt is screwed into two female screw portions respectively positioned on both sides of the web portion in the width direction with respect to the loose hole in the web portion of the steel beam, and the tip of the tension bolt is Pressed against existing beams. Therefore, by arranging the set of the two female thread portions in a well-balanced manner, it is possible to suppress wobble at the time of installation of the steel beam by using the pressing force of the tension bolt as a reaction force, and before the grout is filled, Tightening work can be performed. Thereby, the man-hour of construction can be reduced.
As the “fixing member”, a washer and a nut may be used, or a welded plate may be used.

また、既存梁に対して、後施工アンカーが若干斜めに設置されても、そのウェブ部の幅方向に配置される２個の雌ねじ部にねじ込む各突っ張り用ボルトのねじ込み量を調整することにより、鉄骨梁の設置姿勢を正しい姿勢に補正することができることから、高い施工精度で補強できる。これらにより、この既存建物のブレース耐震補強構造によると、使用する鉄骨材が少なくて済み、施工性が良く高い施工精度で補強できる。   Also, even if the post-installed anchor is installed slightly obliquely with respect to the existing beam, by adjusting the screwing amount of each tension bolt to be screwed into the two female screw parts arranged in the width direction of the web part, Since the installation posture of the steel beam can be corrected to the correct posture, it can be reinforced with high construction accuracy. By these, according to the brace seismic reinforcement structure of this existing building, less steel frame materials are used, and workability is good and can be reinforced with high construction accuracy.

この発明において、前記ブレースが圧縮ブレースであっても良い。圧縮ブレースは、圧縮力のみを負担可能なブレースである。
ブレースとして圧縮ブレースを用いることで、ブレースと既存建物躯体との応力伝達を支圧で行うことができ、ブレースでは引っ張り力を負担しないことから、引っ張り力による既存建物躯体との応力伝達を検討する必要がなく、既存建物の躯体との接合を簡素化できる。 In the present invention, the brace may be a compression brace. The compression brace is a brace that can bear only the compression force.
By using a compression brace as a brace, stress transmission between the brace and the existing building frame can be performed by supporting pressure, and the brace does not bear the tensile force, so consider the stress transmission with the existing building frame due to the tensile force. There is no need, and it is possible to simplify the joining with the frame of the existing building.

この発明において、前記既存梁が鉄筋コンクリート梁または鉄骨鉄筋コンクリート梁であり、前記鉄骨梁がＨ形鋼であって前記既存梁の下面に沿って配置され、前記ブレースが互いに逆Ｖ字状に配置された２本であり、これら２本のブレースの上端が前記鉄骨梁に接合されたものであっても良い。このような逆Ｖ字状配置のブレースを設ける場合に、この発明の前記各効果が、効果的に発揮される。また、既存梁が鉄筋コンクリート梁または鉄骨鉄筋コンクリート梁である場合、梁内の鉄筋を避けて後施工アンカーを埋め込み、その後施工アンカーをルーズ孔に挿通して固定すると、後施工アンカーを直接に接合できる。   In the present invention, the existing beam is a reinforced concrete beam or a steel reinforced concrete beam, the steel beam is H-shaped steel and is disposed along the lower surface of the existing beam, and the braces are disposed in an inverted V shape. There may be two, and the upper ends of these two braces may be joined to the steel beam. When the braces having such an inverted V-shaped arrangement are provided, the effects of the present invention are effectively exhibited. Further, when the existing beam is a reinforced concrete beam or a steel reinforced concrete beam, the post-construction anchor can be directly joined by embedding the post-construction anchor while avoiding the reinforcing bar in the beam and then inserting and fixing the construction anchor into the loose hole.

この発明の既存建物の耐震補強方法は、既存建物の既存梁の下面または上面に沿って鉄骨梁を配置し、この鉄骨梁に一端が接合されたブレースの他端を前記既存建物の前記既存梁とは別の既存躯体部分に接合して前記既存建物を補強する既存建物のブレース耐震補強方法であって、
前記鉄骨梁は、グラウトを充填可能な凹み形状部分が前記既存梁に対向する断面形状を有し、前記凹み形状部分の底面を構成するウェブ部の長手方向の複数箇所に後施工アンカーの挿通用のルーズ孔を有し、かつこのルーズ孔に対してウェブ部の幅方向の両側にそれぞれ位置する２個の雌ねじ部の組を、前記長手方向の複数箇所に有し、
前記既存梁に複数本の後施工アンカーを設置する過程と、
前記既存梁に沿って前記鉄骨梁を配置し、前記複数本の後施工アンカーを前記鉄骨梁の前記各ルーズ孔に挿通して前記鉄骨梁の前記ウェブ部に、外径が前記ルーズ孔の径よりも大径の座金およびナットにより止め付けることで前記鉄骨梁を支持する過程と、
前記各雌ねじ部に突っ張り用ボルトをねじ込んでこの突っ張り用ボルトの先端を前記既存建物の既存梁に押し当てる過程と、
前記鉄骨梁の前記凹み形状部分から前記既存梁に渡ってグラウトを充填し硬化させる過程、
とを含む。 In the seismic reinforcement method for an existing building according to the present invention, a steel beam is arranged along the lower or upper surface of the existing beam of the existing building, and the other end of the brace whose one end is joined to the steel beam is connected to the existing beam of the existing building. A brace seismic reinforcement method for an existing building that reinforces the existing building by joining to another existing housing part,
The steel beam has a cross-sectional shape in which a recessed portion that can be filled with grout is opposed to the existing beam, and is used for inserting post-installed anchors at a plurality of longitudinal positions of the web portion that constitutes the bottom surface of the recessed portion. A set of two female screw portions positioned on both sides in the width direction of the web portion with respect to the loose hole, at a plurality of locations in the longitudinal direction,
A process of installing a plurality of post-construction anchors on the existing beam;
The steel beam is arranged along the existing beam, and the plurality of post-installed anchors are inserted into the loose holes of the steel beam to the web portion of the steel beam, and the outer diameter is the diameter of the loose hole. A process of supporting the steel beam by fastening with a larger diameter washer and nut ,
A process of screwing a tension bolt into each of the female thread portions and pressing the tip of the tension bolt against the existing beam of the existing building;
Filling and hardening grout over the existing beam from the recessed portion of the steel beam;
Including.

この耐震補強方法によると、この発明の既存建物のブレース耐震補強構造につき前述したように、使用する鉄骨材が少なくて済み、施工性が良く高い施工精度で補強できる。   According to this seismic reinforcement method, as described above for the brace seismic reinforcement structure of the existing building according to the present invention, less steel frame material is used and the workability is good and the construction can be reinforced with high construction accuracy.

この発明の既存建物のブレース耐震補強構造は、既存建物をブレースで補強する耐震補強構造であって、既存建物の既存梁の下面または上面に沿って設置された鉄骨梁と、この鉄骨梁に一端が接合されて他端が前記既存建物の前記既存梁とは別の既存躯体部分に接合されるブレースとを備え、 前記鉄骨梁は、グラウトを充填可能な凹み形状部分が前記既存梁に対向する断面形状を有し、前記凹み形状部分の底面を構成するウェブ部の長手方向の複数箇所に後施工アンカーの挿通用のルーズ孔を有し、かつこのルーズ孔に対して前記ウェブ部の幅方向の両側にそれぞれ位置する２個の雌ねじ部の組を、前記長手方向の複数箇所に有し、前記既存梁に設置された複数本の後施工アンカーが前記鉄骨梁の前記各ルーズ孔に挿通されて前記鉄骨梁の前記ウェブ部に座金およびナットにより止め付けられ、前記座金の外径は前記ルーズ孔の径よりも大径であり、前記既存梁に設置された複数本の後施工アンカーが前記鉄骨梁の前記各ルーズ孔に挿通されて前記鉄骨梁の前記ウェブ部に固定部材により止め付けられ、前記各雌ねじ部に突っ張り用ボルトがねじ込まれてこの突っ張り用ボルトの先端が前記既存建物の既存梁に押し当てられ、前記鉄骨梁の前記凹み形状部分から前記既存梁に渡ってグラウトが充填されて硬化したものであるため、使用する鉄骨材が少なくて済み、施工性が良く高い施工精度で補強できる。 The seismic reinforcement structure for an existing building according to the present invention is a seismic reinforcement structure for reinforcing an existing building with braces, and a steel beam installed along the lower or upper surface of the existing beam of the existing building, and one end of the steel beam. And a brace joined at the other end to an existing frame part different from the existing beam of the existing building, and the steel beam has a recessed portion that can be filled with grout facing the existing beam. It has a cross-sectional shape, and has a loose hole for insertion of a post-installed anchor at a plurality of positions in the longitudinal direction of the web part constituting the bottom surface of the recessed part, and the width direction of the web part with respect to the loose hole A plurality of post-installed anchors installed in the existing beam are inserted into the loose holes of the steel beam. In front of the steel beam The web portion is fastened with a washer and a nut , the outer diameter of the washer is larger than the diameter of the loose hole, and a plurality of post-installed anchors installed in the existing beam are the steel beams. It is inserted into the loose hole and fixed to the web part of the steel beam by a fixing member, and a tension bolt is screwed into each of the female thread parts, and the tip of the tension bolt is pressed against the existing beam of the existing building. Since the grout is filled and hardened from the recessed portion of the steel beam to the existing beam, less steel frame material is used and the workability is good and the work can be reinforced with high construction accuracy.

この発明の既存建物の耐震補強方法は、既存建物の既存梁の下面または上面に沿って鉄骨梁を配置し、この鉄骨梁に一端が接合されたブレースの他端を前記既存建物の前記既存梁とは別の既存躯体部分に接合して前記既存建物を補強する既存建物のブレース耐震補強方法であって、前記鉄骨梁は、グラウトを充填可能な凹み形状部分が前記既存梁に対向する断面形状を有し、前記凹み形状部分の底面を構成するウェブ部の長手方向の複数箇所に後施工アンカーの挿通用のルーズ孔を有し、かつこのルーズ孔に対してウェブ部の幅方向の両側にそれぞれ位置する２個の雌ねじ部の組を、前記長手方向の複数箇所に有し、前記既存梁に複数本の後施工アンカーを設置する過程と、 前記既存梁に沿って前記鉄骨梁を配置し、前記複数本の後施工アンカーを前記鉄骨梁の前記各ルーズ孔に挿通して前記鉄骨梁の前記ウェブ部に、外径が前記ルーズ孔の径よりも大径の座金およびナットにより止め付けることで前記鉄骨梁を支持する過程と、前記各雌ねじ部に突っ張り用ボルトをねじ込んでこの突っ張り用ボルトの先端を前記既存建物の既存梁に押し当てる過程と、前記鉄骨梁の前記凹み形状部分から前記既存梁に渡ってグラウトを充填し硬化させる過程とを含む方法であるため、使用する鉄骨材が少なくて済み、施工性が良く高い施工精度で補強できる。 In the seismic reinforcement method for an existing building according to the present invention, a steel beam is arranged along the lower or upper surface of the existing beam of the existing building, and the other end of the brace whose one end is joined to the steel beam is connected to the existing beam of the existing building. A brace seismic reinforcing method for reinforcing an existing building by joining to an existing frame part different from the above, wherein the steel beam has a cross-sectional shape in which a recessed part capable of filling a grout faces the existing beam Having a loose hole for insertion of a post-installed anchor at a plurality of locations in the longitudinal direction of the web portion constituting the bottom surface of the recessed portion, and on both sides of the web portion in the width direction with respect to the loose hole. A set of two internal thread portions positioned respectively at a plurality of locations in the longitudinal direction, and a step of installing a plurality of post-installed anchors on the existing beam; and the steel beam is disposed along the existing beam. , Post-installation A car is inserted into each loose hole of the steel beam, and the steel beam is supported by fixing to the web portion of the steel beam with a washer and nut whose outer diameter is larger than the diameter of the loose hole. A process, a process of screwing a tension bolt into each of the female threaded portions and pressing the tip of the tension bolt against the existing beam of the existing building, and a grout from the recessed portion of the steel beam to the existing beam. Since it is a method including a process of filling and curing, less steel frame material is used, workability is good, and high construction accuracy can be reinforced.

この発明の第１の実施形態の耐震補強構造を適用した建物躯体の正面図である。It is a front view of the building frame to which the seismic reinforcement structure of 1st Embodiment of this invention is applied. 同耐震補強構造における既存梁と鉄骨梁との接合構造を示す断面図である。It is sectional drawing which shows the joining structure of the existing beam and steel beam in the seismic reinforcement structure. 既存梁と鉄骨梁との接合構造を示す斜視図である。It is a perspective view which shows the joining structure of the existing beam and a steel frame beam. 同耐震補強構造の施工手順を示す説明図である。It is explanatory drawing which shows the construction procedure of the seismic reinforcement structure. 同耐震補強構造における既存梁と鉄骨梁との接合構造の施工手順を示す説明図である。It is explanatory drawing which shows the construction procedure of the joining structure of the existing beam and steel beam in the seismic reinforcement structure. 同耐震補強構造におけるブレースの要部外観斜視図および断面図である。It is the principal part external appearance perspective view and sectional drawing of the brace in the seismic reinforcement structure. ブレースの圧縮時および通常時の状態を示す作用説明図である。It is effect | action explanatory drawing which shows the state at the time of compression of brace and normal time. ブレースの引張時の状態を示す作用説明図である。It is action explanatory drawing which shows the state at the time of tension | pulling of a brace. 既存梁と鉄骨梁との接合構造の施工手順において、後施工アンカーに傾きがあった時の仕上がり状態を示す説明図である。It is explanatory drawing which shows the finishing state when the post-construction anchor has an inclination in the construction procedure of the joint structure of the existing beam and the steel beam. この発明の他の実施形態の耐震補強構造を用いた建物躯体の正面図である。It is a front view of the building frame using the earthquake-proof reinforcement structure of other embodiment of this invention. 従来例を用いた建物躯体の正面図である。It is a front view of the building frame using a conventional example. 同従来例における既存梁と鉄骨梁との接合構造を示す断面図である。It is sectional drawing which shows the joining structure of the existing beam and steel beam in the prior art example. 提案例の説明図である。It is explanatory drawing of a proposal example. 同提案例における課題の説明図である。It is explanatory drawing of the subject in the example of a proposal. 同提案例の課題に対する改善策の一例を示す説明図である。It is explanatory drawing which shows an example of the improvement plan with respect to the subject of the proposal example.

この発明の第１の実施形態を図１ないし図１０と共に説明する。図１は、この実施形態の耐震補強構造を適用した既存建物の躯体構造を示す部分正面図である。この耐震補強構造は、既存建物をブレースを用いて補強する構造である。同図に示すように、既存建物の建物躯体は、隣合う２本の既存柱３０、３０間に既存梁４０、４０が横架されたものである。この耐震補強構造は、上側の前記既存梁４０の下面に沿って設置された鉄骨梁２０と、この鉄骨梁２０に一端が接合されて他端が前記既存建物の既存梁４０とは別の既存躯体部分に接合されるブレース１とを備える。ここでは、ブレース１は互いに逆Ｖ字状に配置された２本である。すなわち、２本のブレース１、１のうち１本のブレース１は、その上端が継手部９Ａを介して鉄骨梁２０の中間部に接合され、下端が別の継手部９Ｂを介して一方の既存柱３０と下側の既存梁４０との接合部に接合される。他の１本のブレース１は、その上端が継手部９Ａを介して鉄骨梁２０の中間部に接合され、下端が別の継手部９Ｂを介して他方の既存柱３０と下側の既存梁４０との接合部に接合される。建物躯体はＲＣ造またはＳＲＣ造であり、既存梁４０は鉄筋コンクリート梁である。   A first embodiment of the present invention will be described with reference to FIGS. FIG. 1 is a partial front view showing a frame structure of an existing building to which the seismic reinforcement structure of this embodiment is applied. This seismic reinforcement structure is a structure in which an existing building is reinforced with braces. As shown in the figure, the building frame of the existing building is a structure in which existing beams 40 and 40 are horizontally mounted between two adjacent existing pillars 30 and 30. This seismic strengthening structure includes a steel beam 20 installed along the lower surface of the existing beam 40 on the upper side and an existing beam whose one end is joined to the steel beam 20 and the other end is different from the existing beam 40 of the existing building. And a brace 1 joined to the housing part. Here, the braces 1 are two arranged in an inverted V shape. That is, one brace 1 of the two braces 1 and 1 has its upper end joined to the middle part of the steel beam 20 via the joint part 9A and its lower end connected to one existing part via another joint part 9B. It joins to the junction part of the pillar 30 and the existing beam 40 of the lower side. The other brace 1 has its upper end joined to the middle part of the steel beam 20 via the joint 9A, and its lower end connected to the other existing column 30 and the lower existing beam 40 via another joint 9B. It is joined to the joint part. The building frame is RC or SRC, and the existing beam 40 is a reinforced concrete beam.

前記鉄骨梁２０は、グラウトを充填可能な凹み形状部分２０ａが前記既存梁４０に対向する断面形状を有する。ここでは、図２のように、鉄骨梁２０としてＨ形鋼が用いられ、そのウェブ部２０ｂと両フランジ部２０ｃ，２０ｃとで囲まれた凹み形状部分２０ａが前記既存梁４０の下面に対向するように、すなわちウェブ部２０ｂが既存梁４０の下面に対向する姿勢で鉄骨梁２０が既存梁４０の下面に沿って配置される。この鉄骨梁２０の前記凹み形状部分２０ａの底面を構成するウェブ部２０ｂの長手方向の複数箇所には、後施工アンカー１０の挿通用のルーズ孔１１が設けられ、かつこのルーズ孔１１に対してウェブ部２０ｂの幅方向の両側にそれぞれ位置する２個の雌ねじ部１２，１２の組が、前記長手方向の複数箇所に設けられる。前記雌ねじ部１２は、例えば前記ウェブ部２０ｂにボルト挿通孔（図示せず）を設けるとともに、ウェブ部２０ｂの裏面(グラウト充填側の面)に前記ボルト挿通孔に整合するナットを溶接して構成される。なお、鉄骨梁２０は、グラウトを充填可能な凹み形状部分を有する形鋼であれば良く、溝形鋼であっても良い。前記グラウトは、例えば無収縮モルタルとされる。   The steel beam 20 has a cross-sectional shape in which a recessed portion 20 a that can be filled with grout faces the existing beam 40. Here, as shown in FIG. 2, H-shaped steel is used as the steel beam 20, and the recessed portion 20 a surrounded by the web portion 20 b and both flange portions 20 c and 20 c faces the lower surface of the existing beam 40. In other words, the steel beam 20 is arranged along the lower surface of the existing beam 40 with the web portion 20 b facing the lower surface of the existing beam 40. Loose holes 11 for insertion of post-installed anchors 10 are provided at a plurality of locations in the longitudinal direction of the web portion 20b constituting the bottom surface of the recessed portion 20a of the steel beam 20, and the loose holes 11 A set of two female screw portions 12 and 12 respectively positioned on both sides in the width direction of the web portion 20b is provided at a plurality of locations in the longitudinal direction. The female screw portion 12 is configured, for example, by providing a bolt insertion hole (not shown) in the web portion 20b and welding a nut that matches the bolt insertion hole to the back surface (surface on the grout filling side) of the web portion 20b. Is done. In addition, the steel beam 20 should just be a shape steel which has the recessed shape part which can be filled with grout, and may be a channel shape steel. The grout is, for example, a non-shrink mortar.

前記既存梁４０の下面には、図５（Ａ）のように前記鉄骨梁２０のルーズ孔１１に対応して複数本の後施工アンカー１０が設置され、これらの後施工アンカー１０が図５（Ｂ）のように鉄骨梁２０の前記各ルーズ孔１１に挿通されて、図５（Ｃ）のように鉄骨梁２０の前記ウェブ部２０ｂに固定部材、図示の例では座金１３およびナット１４により止め付けられ、これにより鉄骨梁２０が支持される。また、前記各雌ねじ部１２には、図５（Ｃ）のように前記ウェブ部２０ｂの下側から突っ張り用ボルト１５がねじ込まれて、この突っ張り用ボルト１５の先端が既存梁４０の下面に押し当てられる。突っ張り用ボルト１５には全長に渡って雄ねじとされた両切りボルト等が用いられる。この状態で、後施工アンカー１０が鉄骨梁２０のウェブ部２０ｂに締め付けられる。この後、鉄骨梁２０の凹み形状部分２０ａから既存梁４０に渡ってグラウト１６が充填される。グラウト１５の硬化により、既存梁４０の下面に鉄骨梁２０が固定される。 On the lower surface of the existing beam 40, a plurality of post-installed anchors 10 are installed corresponding to the loose holes 11 of the steel beam 20, as shown in FIG. As shown in FIG. 5 (C), it is inserted into each loose hole 11 of the steel beam 20 as shown in FIG. 5B, and is fixed to the web portion 20b of the steel beam 20 by a fixing member, in the example shown, by a washer 13 and a nut 14. attached, thereby steel beam 20 is Ru is supported. Also, the each female screw portion 12, FIG 5 the bolt 15 for bracing the bottom side of the web portion 20b is screwed to the (C), the distal end of the bracing bolt 15 to the lower surface of the existing beam 40 Pressed. As the tension bolt 15, a double-cut bolt or the like that is a male screw over the entire length is used. In this state, the post-construction anchor 10 is fastened to the web portion 20b of the steel beam 20. Thereafter, the grout 16 is filled from the recessed portion 20 a of the steel beam 20 to the existing beam 40. The steel beam 20 is fixed to the lower surface of the existing beam 40 by the hardening of the grout 15.

突っ張り用ボルト１５の、鉄骨梁２０の長手方向における設置箇所は、例えば両端の２か所とされるが、３か所以上であっても良い。鉄骨梁２０の長手方向に対する突っ張り用ボルト１５と後施工アンカー１０との位置関係は、例えば後施工アンカー１０の付近とされるが、離れていても良い。また、この実施形態では、後施工アンカー１０に対する鉄骨梁２０のウェブ部２０ｂの幅方向の一側の突っ張り用ボルト１５の位置と他側の突っ張り用ボルト１５の位置とは、ウェブ部２０ｂの幅の中心に対して対称とされているが、これに限られるものではなく、対称でなくてずれていても良い。   The installation locations of the tension bolts 15 in the longitudinal direction of the steel beam 20 are, for example, two at both ends, but may be three or more. The positional relationship between the tension bolt 15 and the post-construction anchor 10 with respect to the longitudinal direction of the steel beam 20 is, for example, in the vicinity of the post-construction anchor 10, but may be separated. In this embodiment, the position of the tension bolt 15 on one side in the width direction of the web portion 20b of the steel beam 20 with respect to the post-construction anchor 10 and the position of the tension bolt 15 on the other side are the width of the web portion 20b. However, the present invention is not limited to this, and may be shifted instead of being symmetric.

前記各ブレース１は、建物躯体に加わる水平力に抵抗する圧縮ブレースであって、図６に示すように、帯状の平鋼板である芯材２と、この芯材２の各平面に沿って配置されて芯材２の座屈を拘束する一対の拘束材３，３とを有する。芯材２は、帯状の平鋼板であり、ＳＮ材（建築構造用圧延鋼材）や、ＹＰ材（低降伏点鋼材）等の降伏点の低い鉄鋼材料からなる。
拘束材３は、例えば芯材２に向けて開口する溝形鋼材４内にモルタルまたはコンクリート５を充填して構成される。芯材２と拘束材３との間には粘性弾性体からなるアンボンド材６を介在させてある。芯材２の両側面には、対向する一対の拘束材３，３の間の隙間を確保するスペーサ１９を介在させてある。スペーサ１９は、線状の鋼材またはゴム材等からなるが、省略しても良い。 Each of the braces 1 is a compression brace that resists a horizontal force applied to the building frame, and is disposed along a core 2 that is a strip-shaped flat steel plate and each plane of the core 2 as shown in FIG. And a pair of restraining members 3 and 3 for restraining the buckling of the core member 2. The core material 2 is a strip-shaped flat steel plate, and is made of a steel material having a low yield point, such as an SN material (rolled steel material for building structures) or a YP material (low yield point steel material).
The constraining material 3 is configured by filling mortar or concrete 5 in a channel steel material 4 that opens toward the core material 2, for example. An unbond material 6 made of a viscous elastic body is interposed between the core material 2 and the restraint material 3. Spacers 19 are provided on both side surfaces of the core material 2 to secure a gap between the pair of constraining materials 3 and 3 facing each other. The spacer 19 is made of a linear steel material or rubber material, but may be omitted.

芯材２の両端には、建物躯体や前記鉄骨梁２０に接合する継手部９Ａ，９Ｂ（図１）がボルト（図示せず）で連結される。図６（Ａ）のように、芯材２は、拘束材３で拘束されている範囲内で、長さ方向の途中部分、例えば中央で、一対の分割芯材２Ａ，２Ａに分割されている。これら一対の分割芯材２Ａ，２Ａの間には、長さ方向と垂直な鋼板７が対向する両拘束材３，３間に渡って介在させてある。鋼材７は、一対の分割芯材２Ａ，２Ａのいずれか一方の端面に溶接されている。各分割芯材２Ａの拘束材３から突出する端部２Ａａは、前記継手部９Ａ，９Ｂとボルト接合される接合部分であって、その両面に長手方向に延びる補強リブ２Ａａａを有する断面十字状とされている。   Joint portions 9A and 9B (FIG. 1) joined to the building frame and the steel beam 20 are connected to both ends of the core member 2 by bolts (not shown). As shown in FIG. 6A, the core material 2 is divided into a pair of split core materials 2A and 2A in the middle of the length direction, for example, in the middle, within the range restrained by the restraint material 3. . Between the pair of divided core members 2A and 2A, a steel plate 7 perpendicular to the length direction is interposed between both constraining members 3 and 3 facing each other. The steel material 7 is welded to one end face of the pair of split core materials 2A and 2A. End portions 2Aa projecting from the constraining material 3 of each divided core member 2A are joint portions that are bolted to the joint portions 9A and 9B, and have cross-sections having reinforcing ribs 2Aaa extending in the longitudinal direction on both surfaces thereof. Has been.

このブレース１では、上記したように芯材２が、その長さ方向の途中部分で分割された一対の分割芯材２Ａ，２Ａからなるため、図７のような圧縮力の作用時には、両分割芯材２Ａ，２Ａの端部が鋼板７を介して突き当て状態となり、圧縮力の伝達が可能であるが、図８のような引っ張り時には、分割芯材２Ａの端部が鋼板７から引き離され、一対の分割芯材２Ａ，２Ａが互いに離れることになって引張力を負担しない。
このように一対の分割芯材２Ａ，２Ａは、作用荷重によって互いに突き当て状態となったり離れたりするが、両分割芯材２Ａ，２Ａの間に鋼板７を介在させているので、分割芯材２Ａ，２Ａの端面は鋼板７に当接する。そのため、分割芯材２Ａ，２Ａ同士に芯材３に板厚方向等の芯ずれが生じても、その芯ずれによる影響を緩和し、確実な圧縮力の伝達が行えるものの、必ずしも鋼板７を用いなくても良い。 In this brace 1, since the core material 2 is composed of a pair of divided core materials 2A and 2A divided in the middle part in the length direction as described above, when the compressive force is applied as shown in FIG. The end portions of the core materials 2A and 2A are brought into contact with each other via the steel plate 7 and can transmit a compressive force. However, when pulling as shown in FIG. 8, the end portions of the split core material 2A are separated from the steel plate 7. The pair of split cores 2A and 2A are separated from each other and do not bear a tensile force.
As described above, the pair of split core members 2A and 2A are brought into contact with each other or separated from each other by the applied load. However, since the steel plate 7 is interposed between the split core members 2A and 2A, the split core member is separated. The end surfaces of 2A and 2A are in contact with the steel plate 7. Therefore, even if the core material 3 is misaligned in the thickness direction or the like between the split core materials 2A and 2A, the influence due to the misalignment can be mitigated and a reliable compression force can be transmitted, but the steel plate 7 is always used. It is not necessary.

図４は、前記ブレース耐震補強構造の施工手順の説明図を示す。この図を参照して、その施工手順を以下に説明する。
先ず、既存建物における上側の既存梁４０の下面には、前記鉄骨梁２０を支持するための後施工アンカー１０を設置しておき、既存梁４０の下まで運ばれてきた前記鉄骨梁２０に対して、２本のブレース１、１の上端を接合するための前記各継手部９Ａ，９Ａを、チェーンブロック等の揚重機器３１で吊り上げられる前の鉄骨梁２０の設置状態で下面となる面の長手方向中間位置にボルト接合しておく（図４（Ａ））。
次に、各継手部９Ａ，９Ａが接合された前記鉄骨梁２０を揚重機器３１で吊り上げ、そのウェブ部２０ｂの各ルーズ孔１１に対応する後施工アンカー１０が挿通するように、既存梁４０の下面に鉄骨梁２０を沿わせ、後施工アンカー１０を鉄骨梁２０のウェブ部２０ｂに座金１３およびナット１４で止め付けて鉄骨梁２０を支持する（図４（Ｂ））。 次に、両既存柱３０、３０と下側の既存梁４０との各接合部に、前記２本のブレース１、１の下端を接合するための前記各継手部９Ｂ，９Ｂを別の後施工アンカー２１で接合し、さらに各ブレース１を揚重機器３１で吊り上げて、対応する上下の継手部９Ａ，９Ｂに各ブレース１の上下端をボルト接合する（図４（Ｃ），（Ｄ））。
次に、鉄骨梁２０の各雌ねじ部１２に突っ張り用ボルト１５をねじ込んで、この突っ張り用ボルト１５の先端を既存建物の既存梁４０に押し当て、この状態で後施工アンカー１０を鉄骨梁２０のウェブ部２０ｂに締め付ける（図４（Ｅ））。
次に、鉄骨梁２０の凹み形状部分２０ａから既存梁４０に渡ってグラウト１６を充填し硬化させる（図４（Ｆ））。 FIG. 4 shows an explanatory diagram of the construction procedure of the brace seismic reinforcement structure. The construction procedure will be described below with reference to this figure.
First, the post-construction anchor 10 for supporting the steel beam 20 is installed on the lower surface of the upper existing beam 40 in the existing building, and the steel beam 20 that has been carried to the lower side of the existing beam 40 is installed. The joints 9A and 9A for joining the upper ends of the two braces 1 and 1 are formed on the lower surface in the installed state of the steel beam 20 before being lifted by the lifting device 31 such as a chain block. Bolts are joined at intermediate positions in the longitudinal direction (FIG. 4A).
Next, the steel beam 20 to which the joint portions 9A and 9A are joined is lifted by the lifting device 31, and the existing beam 40 is inserted so that the post-construction anchor 10 corresponding to each loose hole 11 of the web portion 20b is inserted. The post-construction anchor 10 is fastened to the web portion 20b of the steel beam 20 with a washer 13 and a nut 14 to support the steel beam 20 (FIG. 4B). Next, the respective joint portions 9B and 9B for joining the lower ends of the two braces 1 and 1 to the respective joint portions of both the existing pillars 30 and 30 and the lower existing beam 40 are separately post-installed. The braces 1 are joined by the anchors 21, and the braces 1 are further lifted by the lifting device 31, and the upper and lower ends of the braces 1 are bolted to the corresponding upper and lower joint portions 9 </ b> A and 9 </ b> B (FIGS. 4C and 4D). .
Next, the tension bolt 15 is screwed into each female thread portion 12 of the steel beam 20 and the tip of the tension bolt 15 is pressed against the existing beam 40 of the existing building. In this state, the post-construction anchor 10 is attached to the steel beam 20. The web portion 20b is tightened (FIG. 4E).
Next, the grout 16 is filled and cured from the recessed portion 20a of the steel beam 20 to the existing beam 40 (FIG. 4F).

上記構成の既存建物のブレース耐震補強構造によると、上側の既存梁４０の下面に沿って設置された鉄骨梁２０と、この鉄骨梁２０に一端が接合されて、他端が既存建物の前記既存梁４０とは別の既存躯体部分（ここでは、既存柱３０と下側の既存梁４０との接合部）に接合されるブレース１とを使用材料とするものであるため、従来例の場合のような鉄骨枠が不要で、少ない鋼材使用量で済ませることができる。
また、既存梁４０に設置された複数本の後施工アンカー１０が鉄骨梁２０のウェブ部２０ｂに有するルーズ孔１１に挿通され、前記ウェブ部２０ｂに座金１３およびナット１４により止め付けられるので、後施工アンカー１０の多少の位置ずれは許容される。鉄骨梁２０のウェブ部２０ｂにおける前記ルーズ孔１１に対してウェブ部２０ｂの幅方向の両側にそれぞれ位置する２個の雌ねじ部１２に突っ張り用ボルト１５がねじ込まれて、この突っ張り用ボルト１５の先端が既存梁４０に押し当てられるので、前記２個の雌ねじ部１２の組をバランス良く配置することで、突っ張り用ボルト１５の押圧力を反力として鉄骨梁２０の設置時のぐらつきを抑えることができ、グラウト１６の充填前に後施工アンカー１０の締め付け作業を行うことができる。これにより、施工の工数を削減できる。 According to the brace seismic reinforcement structure of the existing building having the above-described configuration, the steel beam 20 installed along the lower surface of the upper existing beam 40, one end of which is joined to the steel beam 20, and the other end of the existing building Since the brace 1 joined to the existing frame part (here, the joint between the existing column 30 and the lower existing beam 40) different from the beam 40 is used material, Such a steel frame is unnecessary, and a small amount of steel can be used.
In addition, since a plurality of post-installed anchors 10 installed in the existing beam 40 are inserted into the loose hole 11 provided in the web portion 20b of the steel beam 20, and are fixed to the web portion 20b by a washer 13 and a nut 14. Some displacement of the construction anchor 10 is allowed. A tension bolt 15 is screwed into two female screw portions 12 respectively positioned on both sides in the width direction of the web portion 20 b with respect to the loose hole 11 in the web portion 20 b of the steel beam 20. Is pressed against the existing beam 40, and by arranging the set of the two female screw portions 12 in a well-balanced manner, it is possible to suppress wobbling during installation of the steel beam 20 by using the pressing force of the tension bolt 15 as a reaction force. It is possible to tighten the post-installed anchor 10 before filling the grout 16. Thereby, the man-hour of construction can be reduced.

また、既存梁４０に対して、後施工アンカー１０が図９（Ａ）のように若干斜めに設置されても、その鉄骨梁２０のウェブ部２０ｂの幅方向に配置される２個の雌ねじ部１２、１２にねじ込む各突っ張り用ボルト１５のねじ込み量を調整することにより、鉄骨梁２０の設置姿勢を図９（Ｂ）の姿勢から図９（Ｃ）のように正しい姿勢に補正することができることから、高い施工精度で補強できる。これらにより、この既存建物のブレース耐震補強構造によると、使用する鉄骨材が少なくて済み、施工性が良く高い施工精度で補強できる。   Further, even if the post-installed anchor 10 is installed slightly obliquely with respect to the existing beam 40 as shown in FIG. 9A, the two female screw portions arranged in the width direction of the web portion 20b of the steel beam 20 The installation posture of the steel beam 20 can be corrected from the posture of FIG. 9 (B) to the correct posture as shown in FIG. 9 (C) by adjusting the screwing amount of each tension bolt 15 to be screwed into 12, 12. Therefore, it can be reinforced with high construction accuracy. By these, according to the brace seismic reinforcement structure of this existing building, less steel frame materials are used, and workability is good and can be reinforced with high construction accuracy.

また、この実施形態では、ブレース１として圧縮ブレースを用いているので、ブレース１と既存建物躯体との応力伝達を支圧で行うことができ、ブレース１では引っ張り力を負担しないことから、引っ張り力による既存建物躯体との応力伝達を検討する必要がなく、既存建物の躯体との接合を簡素化できる。   Moreover, in this embodiment, since the compression brace is used as the brace 1, the stress transmission between the brace 1 and the existing building frame can be performed by supporting pressure, and the brace 1 does not bear the tensile force. It is not necessary to consider the stress transmission with the existing building frame, and the connection with the existing building frame can be simplified.

図１０は、この発明の他の実施形態の耐震補強構造を用いた建物躯体の正面図を示す。この実施形態では、先の実施形態の耐震補強構造において、鉄骨梁２０が下側の既存梁４０の上面に設置され、２本のブレース１は互いにＶ字状に配置されて、各ブレース１の上端がそれぞれ継手部９Ｂを介して既存建物の一方の既存柱３０と上側の既存梁４０との接合部と、他方の既存柱３０と上側の既存梁４０との接合部とに接合されている。また、各ブレース１の下端は継手部９Ａを介して鉄骨梁２０の中間部に接合されている。その他の構成および作用効果は、先の実施形態の場合と同様である。   FIG. 10: shows the front view of the building frame using the earthquake-proof reinforcement structure of other embodiment of this invention. In this embodiment, in the seismic reinforcement structure of the previous embodiment, the steel beam 20 is installed on the upper surface of the existing beam 40 on the lower side, and the two braces 1 are arranged in a V-shape to each other. The upper ends are joined to the joint between one existing pillar 30 and the upper existing beam 40 of the existing building and the joint between the other existing pillar 30 and the upper existing beam 40 via the joint portion 9B. . Moreover, the lower end of each brace 1 is joined to the intermediate part of the steel beam 20 via the joint part 9A. Other configurations and operational effects are the same as in the previous embodiment.

１…ブレース
１０…後施工アンカー
１１…ルーズ孔
１２…雌ねじ部
１３…座金(固定部材)
１４…ナット(固定部材)
１５…突っ張りボルト
１６…グラウト
２０…鉄骨梁
２０ａ…凹み形状部分
２０ｂ…ウェブ部
３０…既存柱
４０…既存梁 DESCRIPTION OF SYMBOLS 1 ... Brace 10 ... Post-construction anchor 11 ... Loose hole 12 ... Female thread part 13 ... Washer (fixing member)
14 ... Nut (fixing member)
15 ... Stretch bolt 16 ... Grout 20 ... Steel beam 20a ... Recessed portion 20b ... Web portion 30 ... Existing column 40 ... Existing beam

Claims (4)

既存建物をブレースで補強する耐震補強構造であって、
既存建物の既存梁の下面または上面に沿って設置された鉄骨梁と、この鉄骨梁に一端が接合されて他端が前記既存建物の前記既存梁とは別の既存躯体部分に接合されるブレースとを備え、
前記鉄骨梁は、グラウトを充填可能な凹み形状部分が前記既存梁に対向する断面形状を有し、前記凹み形状部分の底面を構成するウェブ部の長手方向の複数箇所に後施工アンカーの挿通用のルーズ孔を有し、かつこのルーズ孔に対して前記ウェブ部の幅方向の両側にそれぞれ位置する２個の雌ねじ部の組を、前記長手方向の複数箇所に有し、
前記既存梁に設置された複数本の後施工アンカーが前記鉄骨梁の前記各ルーズ孔に挿通されて前記鉄骨梁の前記ウェブ部に座金およびナットにより止め付けられ、
前記座金の外径は前記ルーズ孔の径よりも大径であり、
前記各雌ねじ部に突っ張り用ボルトがねじ込まれてこの突っ張り用ボルトの先端が前記既存建物の既存梁に押し当てられ、
前記鉄骨梁の前記凹み形状部分から前記既存梁に渡ってグラウトが充填されて硬化した既存建物のブレース耐震補強構造。 A seismic reinforcement structure that reinforces existing buildings with braces,
A steel beam installed along the lower or upper surface of an existing beam of an existing building, and a brace having one end joined to the steel beam and the other end joined to an existing frame part different from the existing beam of the existing building And
The steel beam has a cross-sectional shape in which a recessed portion that can be filled with grout is opposed to the existing beam, and is used for inserting post-installed anchors at a plurality of longitudinal positions of the web portion that constitutes the bottom surface of the recessed portion. A set of two female screw portions positioned on both sides in the width direction of the web portion with respect to the loose hole, at a plurality of locations in the longitudinal direction,
A plurality of post-installed anchors installed in the existing beam are inserted into the loose holes of the steel beam and fixed to the web portion of the steel beam with washers and nuts ,
The outer diameter of the washer is larger than the diameter of the loose hole,
A tension bolt is screwed into each of the female thread portions, and the tip of the tension bolt is pressed against the existing beam of the existing building,
A brace seismic reinforcement structure for an existing building which is filled with a grout and hardened from the recessed portion of the steel beam to the existing beam. 請求項１に記載の既存建物のブレース耐震補強構造において、前記ブレースが圧縮ブレースである既存建物のブレース耐震補強構造。   The brace seismic reinforcement structure for an existing building according to claim 1, wherein the brace is a compression brace. 請求項１または請求項２に記載の既存建物のブレース耐震補強構造において、前記既存梁が鉄筋コンクリート梁または鉄骨鉄筋コンクリート梁であり、前記鉄骨梁がＨ形鋼であって前記既存梁の下面に沿って配置され、前記ブレースが互いに逆Ｖ字状に配置された２本であり、これら２本のブレースの上端が前記鉄骨梁に接合された既存建物のブレース耐震補強構造。   The brace seismic reinforcement structure for an existing building according to claim 1 or 2, wherein the existing beam is a reinforced concrete beam or a steel reinforced concrete beam, the steel beam is H-shaped steel, and extends along a lower surface of the existing beam. A brace seismic reinforcement structure for an existing building in which the two braces are arranged in an inverted V shape and the upper ends of the two braces are joined to the steel beam. 既存建物の既存梁の下面または上面に沿って鉄骨梁を配置し、この鉄骨梁に一端が接合されたブレースの他端を前記既存建物の前記既存梁とは別の既存躯体部分に接合して前記既存建物を補強する既存建物のブレース耐震補強方法であって、
前記鉄骨梁は、グラウトを充填可能な凹み形状部分が前記既存梁に対向する断面形状を有し、前記凹み形状部分の底面を構成するウェブ部の長手方向の複数箇所に後施工アンカーの挿通用のルーズ孔を有し、かつこのルーズ孔に対して前記ウェブ部の幅方向の両側にそれぞれ位置する２個の雌ねじ部の組を、前記長手方向の複数箇所に有し、
前記既存梁に複数本の後施工アンカーを設置する過程と、
前記既存梁に沿って前記鉄骨梁を配置し、前記複数本の後施工アンカーを前記鉄骨梁の前記各ルーズ孔に挿通して前記鉄骨梁の前記ウェブ部に、外径が前記ルーズ孔の径よりも大径の座金およびナットにより止め付けることで前記鉄骨梁を支持する過程と、
前記各雌ねじ部に突っ張り用ボルトをねじ込んでこの突っ張り用ボルトの先端を前記既存建物に押し当てる過程と、
前記鉄骨梁の前記凹み形状部分から前記既存梁に渡ってグラウトを充填し硬化させる過程、
とを含む既存建物のブレース耐震補強方法。 Place a steel beam along the lower or upper surface of an existing beam in an existing building, and connect the other end of the brace, one end of which is joined to the steel beam, to an existing frame part different from the existing beam in the existing building. An existing building brace seismic reinforcement method for reinforcing the existing building,
The steel beam has a cross-sectional shape in which a recessed portion that can be filled with grout is opposed to the existing beam, and is used for inserting post-installed anchors at a plurality of longitudinal positions of the web portion that constitutes the bottom surface of the recessed portion. A set of two female screw portions positioned on both sides in the width direction of the web portion with respect to the loose hole, at a plurality of locations in the longitudinal direction,
A process of installing a plurality of post-construction anchors on the existing beam;
The steel beam is arranged along the existing beam, and the plurality of post-installed anchors are inserted into the loose holes of the steel beam to the web portion of the steel beam, and the outer diameter is the diameter of the loose hole. A process of supporting the steel beam by fastening with a larger diameter washer and nut ,
A process of screwing a tension bolt into each of the female thread portions and pressing the tip of the tension bolt against the existing building;
Filling and hardening grout over the existing beam from the recessed portion of the steel beam;
Seismic reinforcement method for braces of existing buildings including
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