JP2016160607A - Structure and method for aseismic reinforcement of existing building - Google Patents

Structure and method for aseismic reinforcement of existing building Download PDF

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JP2016160607A
JP2016160607A JP2015038824A JP2015038824A JP2016160607A JP 2016160607 A JP2016160607 A JP 2016160607A JP 2015038824 A JP2015038824 A JP 2015038824A JP 2015038824 A JP2015038824 A JP 2015038824A JP 2016160607 A JP2016160607 A JP 2016160607A
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reinforcing
steel
reinforcement
existing building
concrete
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JP6535481B2 (en
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裕 織田
Yutaka Oda
裕 織田
神谷 隆
Takashi Kamiya
隆 神谷
洋一 上田
Yoichi Ueda
洋一 上田
啓介 清水
Keisuke Shimizu
啓介 清水
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矢作建設工業株式会社
Yahagi Construction Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a structure and a method for aseismic reinforcement of an existing building that enhances aseismic performance without closing an opening.SOLUTION: An aseismic reinforcement structure for an existing building 11 includes a steel member 25 disposed along a plurality of beams 13 of the existing building 11, a reinforcing bar 26M disposed along a wing wall 14s of the existing building 11, the reinforcing bar being connected to the steel member 25, and a concrete body 27 containing the steel member 25 and the reinforcing bar 26 and disposed along the beam 13 and the wing wall 14s. A length of a first reinforcing part 22 is longer than a length of a second reinforcing part 23, the first reinforcing part comprising the steel member 25 and the concrete body 27 disposed along the beam 13, and the second reinforcing part comprising the reinforcing bar 26M and the concrete body 27 disposed along the wing wall 14s, in a thickness direction of a wall part.SELECTED DRAWING: Figure 2

Description

本発明は、既設建物の耐震補強構造及び既設建物の耐震補強方法に関する。   The present invention relates to a seismic reinforcement structure for existing buildings and a seismic reinforcement method for existing buildings.
従来、既設建物の耐震補強方法として、既設建物の柱及び梁に複数のアンカーボルトを差し込んで、それらアンカーボルトに長尺の鋼板を固定した後、その鋼板の周囲にコンクリートを打設することによって、矩形枠状の鋼板入りコンクリート体を既設建物に接合させるものがある(例えば、特許文献1)。   Conventionally, as a seismic reinforcement method for existing buildings, by inserting a plurality of anchor bolts into pillars and beams of an existing building, fixing a long steel plate to the anchor bolts, and then placing concrete around the steel plate There is one that joins a rectangular frame-shaped steel sheet-containing concrete body to an existing building (for example, Patent Document 1).
特開平10−152997号公報JP-A-10-152997
ところで、既設建物に矩形枠状の鋼板入りコンクリート体を接合し、その矩形の対角線上に斜状介在補強体(ブレース)を配置すると、窓などの開口部を塞いでしまう、という課題がある。   By the way, if a concrete body containing a steel sheet having a rectangular frame shape is joined to an existing building and a diagonal intervening reinforcing body (brace) is arranged on the diagonal of the rectangle, there is a problem that an opening such as a window is blocked.
本発明は、このような従来技術に存在する問題点に着目してなされたものである。その目的とするところは、開口部を塞ぐことなく耐震性能を高めることができる既設建物の耐震補強構造及び既設建物の耐震補強方法を提供することにある。   The present invention has been made paying attention to such problems existing in the prior art. An object of the invention is to provide a seismic reinforcement structure for an existing building and a seismic reinforcement method for an existing building, which can improve seismic performance without blocking the opening.
以下、上記課題を解決するための手段及びその作用効果について記載する。
上記課題を解決する既設建物の耐震補強構造は、複数の梁及び前記梁と接する壁部を備える既設建物の耐震補強構造であって、前記梁に沿って配置された鋼材と、前記鋼材に連結された状態で前記壁部に沿って配置された鉄筋と、前記鋼材及び前記鉄筋を内部に含んで前記梁及び前記壁部に沿って設けられたコンクリート体と、を備え、前記壁部の厚さ方向において、前記梁に沿って配置された前記鋼材及び前記コンクリート体により構成される第1補強部の長さは、前記壁部に沿って配置された前記鉄筋及び前記コンクリート体により構成される第2補強部の長さ以上である。
Hereinafter, means for solving the above-described problems and the effects thereof will be described.
The seismic reinforcement structure for an existing building that solves the above-mentioned problem is a seismic reinforcement structure for an existing building that includes a plurality of beams and a wall portion in contact with the beams, and is connected to the steel materials arranged along the beams and the steel materials. A rebar disposed along the wall portion in a state of being formed, and a concrete body provided along the beam and the wall portion including the steel material and the rebar inside, the thickness of the wall portion In the vertical direction, the length of the first reinforcing portion constituted by the steel material and the concrete body arranged along the beam is constituted by the reinforcing bar and the concrete body arranged along the wall portion. It is more than the length of the 2nd reinforcement part.
この構成によれば、第1補強部はコンクリート体の内部に強度と変形性能に優れた鋼材を含むので、既設建物の耐震性能を大きく向上させることができる。なお、第1補強部は梁に沿って配置されるので、鋼材を含むことによって厚さ方向における長さが長く(厚く)なってもじゃまになりにくい。また、壁部に沿って配置される第2補強部は、第1補強部と比較して、厚さ方向における長さ(厚さ)が第1補強部以下なので、既設建物の開口部からつづく居住空間への突出を抑制することができる。そして、第2補強部に含まれる鉄筋と第1補強部に含まれる鋼材とを連結することにより、鉄筋の軸方向に生じる力を鋼材と鉄筋との間で効率よく伝達して、梁と壁部の相対的な変位による梁及び壁部の破壊を抑制することができる。このような補強のための構造体を梁及び壁部に沿って配置することにより、開口部を塞ぐことなく既設建物の耐震性能を高めることができる。   According to this structure, since the 1st reinforcement part contains the steel material excellent in intensity | strength and a deformation | transformation performance inside a concrete body, the earthquake resistance performance of the existing building can be improved significantly. In addition, since the 1st reinforcement part is arrange | positioned along a beam, even if the length in the thickness direction becomes long (thickness) by including steel materials, it is hard to become obstructive. Moreover, since the 2nd reinforcement part arrange | positioned along a wall part is the length (thickness) in a thickness direction below a 1st reinforcement part compared with a 1st reinforcement part, it continues from the opening part of an existing building. Protrusion into the living space can be suppressed. Then, by connecting the reinforcing bar included in the second reinforcing part and the steel material included in the first reinforcing part, the force generated in the axial direction of the reinforcing bar is efficiently transmitted between the steel material and the reinforcing bar, and the beam and the wall Breakage of the beam and the wall portion due to relative displacement of the portion can be suppressed. By arranging such a reinforcing structure along the beam and the wall, the seismic performance of the existing building can be enhanced without blocking the opening.
上記既設建物の耐震補強構造は、前記梁に先端部が差し込まれた軸材を備え、前記鋼材は、前記軸材の基端部を挿通可能な軸材挿通孔が設けられたウエブ及び前記ウエブの両端から延びる一対のフランジを有するH形鋼であることが好ましい。   The seismic reinforcement structure for an existing building includes a shaft member having a distal end portion inserted into the beam, and the steel member includes a shaft provided with a shaft member insertion hole through which a base end portion of the shaft member can be inserted, and the web. It is preferable that it is H-section steel which has a pair of flange extended from both ends.
この構成によれば、H形鋼のウエブに設けられた軸材挿通孔に軸材を挿通して軸材と鋼材を接合することにより、軸材の軸方向と交差する方向に生じる力を鋼材と軸材との間で効率よく伝達することができる。また、鋼材をH形鋼とすることで、コンクリート体の圧縮応力をフランジで効率よく受けることができる。   According to this configuration, the shaft material is inserted into the shaft material insertion hole provided in the web of the H-shaped steel, and the shaft material and the steel material are joined to each other, thereby generating the force generated in the direction intersecting the axial direction of the shaft material. Can be efficiently transmitted between the shaft and the shaft member. Moreover, the compression stress of a concrete body can be efficiently received with a flange by making steel materials into H-section steel.
上記既設建物の耐震補強構造において、前記鋼材は鉄筋を挿通可能な鉄筋挿通孔を有し、前記鋼材に連結された前記鉄筋を第1の鉄筋とするときに、前記鋼材の前記鉄筋挿通孔に固定されることなく挿通される第2の鉄筋を備えることが好ましい。   In the seismic reinforcement structure of the existing building, the steel material has a reinforcing bar insertion hole through which a reinforcing bar can be inserted, and the reinforcing bar connected to the steel material is a first reinforcing bar. It is preferable to include a second reinforcing bar that is inserted without being fixed.
この構成によれば、第1の鉄筋は鋼材に連結されているので、鋼材に作用する曲げ応力に対して第1の鉄筋の引張り応力で抵抗することができる。一方、第2の鉄筋は鋼材に対しては連結されず、鉄筋挿通孔に挿通するだけでよいので、第2の鉄筋を鋼材に連結する手間を省くことができる。   According to this configuration, since the first reinforcing bar is connected to the steel material, it is possible to resist the bending stress acting on the steel material by the tensile stress of the first reinforcing bar. On the other hand, the second rebar is not connected to the steel material, but only needs to be inserted through the rebar insertion hole, so that the labor of connecting the second rebar to the steel material can be saved.
上記既設建物の耐震補強構造において、前記第1補強部は前記第2補強部よりも水平方向における長さが長いことが好ましい。
この構成によれば、第2補強部の上下に設けられる第1補強部の長さを伸ばすことにより、既設建物の梁が補強され、地震時等の横揺れに対する耐力を向上させることができる。
In the seismic reinforcement structure for an existing building, it is preferable that the first reinforcement portion is longer in the horizontal direction than the second reinforcement portion.
According to this configuration, by extending the length of the first reinforcing portion provided above and below the second reinforcing portion, the beam of the existing building can be reinforced, and the resistance to rolls during an earthquake or the like can be improved.
上記課題を解決する既設建物の耐震補強方法は、複数の梁及び前記梁と接する壁部を備える既設建物の耐震補強方法であって、前記梁に沿って鋼材を配置する鋼材配置工程と、前記壁部に沿って鉄筋を配置する鉄筋配置工程と、前記鋼材と前記鉄筋とを連結する連結工程と、前記梁及び前記壁部に沿う位置に、前記鋼材及び前記鉄筋を含むようにコンクリートを打設するコンクリート打設工程と、を備え、前記梁に沿って配置される前記鋼材及び前記コンクリートにより構成される第1補強部は、前記壁部に沿って配置される前記鉄筋及び前記コンクリートにより構成される第2補強部よりも、前記壁部の厚さ方向における長さが長いことを特徴とする。   The seismic reinforcement method for an existing building that solves the above-mentioned problem is a seismic reinforcement method for an existing building that includes a plurality of beams and a wall portion that is in contact with the beams, and a steel material arrangement step of arranging a steel material along the beams, Reinforcing bars arranged along the wall, a connecting step connecting the steel and the reinforcing bar, and placing the steel and the reinforcing bar at positions along the beam and the wall so as to include the steel and the reinforcing bar. A concrete placing step, and a first reinforcing portion constituted by the steel material and the concrete arranged along the beam is constituted by the reinforcing bar and the concrete arranged along the wall portion. The length of the wall portion in the thickness direction is longer than that of the second reinforcing portion.
この構成によれば、上記耐震補強構造と同様の作用効果を得ることができる。   According to this structure, the same effect as the said earthquake-proof reinforcement structure can be acquired.
本発明によれば、開口部を塞ぐことなく既設建物の耐震性能を高めることができる。   ADVANTAGE OF THE INVENTION According to this invention, the earthquake resistance performance of the existing building can be improved, without blocking an opening part.
既設建物の耐震補強構造の一実施形態を模式的に示す正面図。The front view which shows typically one Embodiment of the earthquake-proof reinforcement structure of the existing building. 既設建物の耐震補強構造を示す断面図。Sectional drawing which shows the earthquake-proof reinforcement structure of the existing building. 補強部の構成を模式的に示す正面図。The front view which shows the structure of a reinforcement part typically. 補強部の設置位置を示す斜視図。The perspective view which shows the installation position of a reinforcement part. 第2補強部がせん断応力を負担したときの第1補強部における応力の釣り合いを示す説明図。Explanatory drawing which shows the balance of the stress in a 1st reinforcement part when a 2nd reinforcement part bears the shear stress. 第2補強部が曲げ応力を負担したときの第1補強部における応力の釣り合いを示す説明図。Explanatory drawing which shows the balance of the stress in a 1st reinforcement part when a 2nd reinforcement part bears bending stress. 補強部の第1変更例を示す断面図。Sectional drawing which shows the 1st modification of a reinforcement part. 補強部の第2変更例を示す正面図。The front view which shows the 2nd example of a change of a reinforcement part.
以下、既設建物の一例として、鉄筋コンクリート造の共同住宅の耐震補強構造及び既設建物の耐震補強方法の実施形態を図面に従って説明する。
図1に示すように、既設建物11は、水平方向Hに並ぶ複数の柱12と、鉛直方向Zに並ぶ複数の梁13と、柱12及び梁13と接する壁部14と、壁部14に外接して張り出すことで居住空間を形成するベランダ15と、を備える。なお、梁13のうち、鉛直方向Zにおける最下部にあるものを基礎梁13Bという。本実施形態の既設建物11は、鉛直方向Zに並んで水平方向Hに延びる6つ(複数)の梁13を備える5階建ての建物である。
Hereinafter, as an example of an existing building, an embodiment of a seismic reinforcement structure for a reinforced concrete apartment house and a seismic reinforcement method for an existing building will be described with reference to the drawings.
As shown in FIG. 1, the existing building 11 includes a plurality of columns 12 arranged in the horizontal direction H, a plurality of beams 13 arranged in the vertical direction Z, a wall portion 14 in contact with the columns 12 and 13, and a wall portion 14. And a veranda 15 that forms a living space by being circumscribed and projecting. Of the beams 13, the beam at the bottom in the vertical direction Z is referred to as a foundation beam 13 </ b> B. The existing building 11 of the present embodiment is a five-story building including six (plural) beams 13 extending in the horizontal direction H along the vertical direction Z.
壁部14には、ベランダ15への出入り口となる掃き出し窓16と、下端位置が床面よりも高い窓17とが設けられている。掃き出し窓16及び窓17は既設建物11の壁部14に設けられた開口部の一例であり、既設建物11の壁部14には、これら窓の他に、開閉扉が取り付けられるドア開口部などが開口部として設けられていてもよい。なお、掃き出し窓16及び窓17の鉛直上方にある外壁を垂れ壁14b、窓17の鉛直下方にある外壁を腰壁14w、鉛直方向Zに並ぶ2つの梁13(床梁と天井梁)の間に延びる開口部のない外壁を袖壁14sという。   The wall portion 14 is provided with a sweep window 16 serving as an entrance to the veranda 15 and a window 17 whose lower end position is higher than the floor surface. The sweep window 16 and the window 17 are an example of an opening provided in the wall portion 14 of the existing building 11, and the wall portion 14 of the existing building 11 has a door opening to which an opening / closing door is attached in addition to these windows. May be provided as an opening. The outer wall vertically above the sweep window 16 and the window 17 is the hanging wall 14b, the outer wall vertically below the window 17 is the waist wall 14w, and the two beams 13 (floor beam and ceiling beam) arranged in the vertical direction Z. The outer wall having no opening extending in the direction is called a sleeve wall 14s.
既設建物11には、耐震補強構造として、既設建物11の開口部にかからないように補強部21(図1において二点鎖線で示す)が設置されている。補強部21は、梁13に沿って配置される鉄筋鉄骨コンクリート構造の第1補強部22(図1において濃い網掛けで示す部分)と、袖壁14sに沿って配置される鉄筋コンクリート構造の第2補強部23(図1において薄い網掛けで示す部分)とを備える。第1補強部22及び第2補強部23は、補強部21として一体化した状態で、それぞれ梁13及び袖壁14sから外方に向けて突出するように既設建物11に接合される。   The existing building 11 is provided with a reinforcing portion 21 (indicated by a two-dot chain line in FIG. 1) as an earthquake-proof reinforcing structure so as not to reach the opening of the existing building 11. The reinforcing portion 21 includes a first reinforcing portion 22 (a portion indicated by dark shading in FIG. 1) having a reinforced steel concrete structure disposed along the beam 13 and a second reinforced concrete structure disposed along the sleeve wall 14s. And a reinforcing portion 23 (a portion indicated by thin shading in FIG. 1). The 1st reinforcement part 22 and the 2nd reinforcement part 23 are joined to the existing building 11 so that it may protrude outward from the beam 13 and the sleeve wall 14s in the state integrated as the reinforcement part 21, respectively.
補強部21は、鉛直方向Zに並んで対をなす2つの第1補強部22と、それら対をなす第1補強部22の間に位置する第2補強部23と、を基本の1ユニットとすることが好ましい。例えば、既設建物11の1階部分を補強する補強構造であれば、1階部分の床梁(基礎梁13B)に沿って設けられる第1補強部22と、1階部分の天井梁(2階部分の床梁)に沿って設けられる第1補強部22と、1階部分の袖壁14sに沿って設けられる第2補強部23と、が1ユニットとなる。そして、これに加えて2階部分も補強する場合には、2階部分の袖壁14sに沿って設けられる第2補強部23と、2階部分の天井梁(3階部分の床梁)に沿って設けられる第1補強部22とが追加される。   The reinforcing portion 21 includes two first reinforcing portions 22 that are paired side by side in the vertical direction Z, and a second reinforcing portion 23 that is positioned between the first reinforcing portions 22 that are paired with each other. It is preferable to do. For example, if it is a reinforcement structure which reinforces the 1st floor part of the existing building 11, the 1st reinforcement part 22 provided along the floor beam (foundation beam 13B) of the 1st floor part, and the ceiling beam (2nd floor part) The first reinforcing portion 22 provided along the portion of the floor beam and the second reinforcing portion 23 provided along the sleeve wall 14s of the first floor portion constitute one unit. In addition to this, when the second floor portion is also reinforced, the second reinforcing portion 23 provided along the sleeve wall 14s of the second floor portion and the ceiling beam of the second floor portion (floor beam of the third floor portion) The 1st reinforcement part 22 provided along is added.
図1に例示する補強部21A〜21Dのように、補強部21は、鉛直方向Zに並ぶ第1補強部22の数や水平方向Hに並ぶ第2補強部23の数、あるいは第1補強部22及び第2補強部23の水平方向Hへの延設長さなどを任意に変更することができる。なお、補強部21A〜21Dは、一棟の既設建物11を補強するための組み合わせを示すものではなく、補強部21の変更例を示すために一棟の既設建物11上に表現したものである。   As in the reinforcing portions 21 </ b> A to 21 </ b> D illustrated in FIG. 1, the reinforcing portion 21 includes the number of first reinforcing portions 22 arranged in the vertical direction Z, the number of second reinforcing portions 23 arranged in the horizontal direction H, or the first reinforcing portions. The extending length in the horizontal direction H of 22 and the second reinforcing portion 23 can be arbitrarily changed. The reinforcing portions 21 </ b> A to 21 </ b> D do not indicate a combination for reinforcing the existing building 11 but are expressed on the existing building 11 in order to show a modification example of the reinforcing portion 21. .
図1において一番左に位置する補強部21Aは、鉛直方向Zに並ぶ3つの第1補強部22と、これら第1補強部22の間に位置して鉛直方向Zに並ぶ2つの第2補強部23と、を備える。そして、水平方向Hにおいて、3つの第1補強部22及び2つの第2補強部23の長さは等しい。   In FIG. 1, the leftmost reinforcing portion 21 </ b> A includes three first reinforcing portions 22 arranged in the vertical direction Z, and two second reinforcements arranged between the first reinforcing portions 22 and arranged in the vertical direction Z. Unit 23. In the horizontal direction H, the lengths of the three first reinforcing portions 22 and the two second reinforcing portions 23 are equal.
図1において補強部21Aの右隣に位置する補強部21Bは、補強部21Aと比較して、一番下側に位置する第1補強部22の水平方向Hにおける長さが、他の第1補強部22及び2つの第2補強部23よりも長い。   In FIG. 1, the reinforcing part 21 </ b> B located on the right side of the reinforcing part 21 </ b> A has a length in the horizontal direction H of the first reinforcing part 22 located on the lowermost side as compared with the reinforcing part 21 </ b> A. It is longer than the reinforcing part 22 and the two second reinforcing parts 23.
図1において一番右に位置する補強部21Dは、鉛直方向Zに並ぶ4つの第1補強部22と、これら第1補強部22の間に位置して鉛直方向Zに並ぶ3つの第2補強部23と、を備える。そして、水平方向Hにおいて4つの第1補強部22の長さは3つの第2補強部23よりも長い。   In FIG. 1, the reinforcement part 21 </ b> D located on the rightmost side includes four first reinforcement parts 22 arranged in the vertical direction Z and three second reinforcement parts arranged between the first reinforcement parts 22 and arranged in the vertical direction Z. Unit 23. In the horizontal direction H, the length of the four first reinforcing portions 22 is longer than that of the three second reinforcing portions 23.
図1において補強部21Dの左隣に位置する補強部21Cは、鉛直方向Zに並ぶ4つの第1補強部22と、これら第1補強部22の間に位置して鉛直方向Zに並ぶ第2補強部23と、を備える。そして、水平方向Hにおいて、4つの第1補強部22は複数の袖壁14s、掃き出し窓16及び窓17にまたがるように水平方向Hに延設され、第2補強部23は、第1補強部22に上下端が接続するように、袖壁14sのある位置に間隔をあけて配置される。   In FIG. 1, the reinforcing part 21 </ b> C located on the left side of the reinforcing part 21 </ b> D includes four first reinforcing parts 22 arranged in the vertical direction Z, and a second arranged in the vertical direction Z between these first reinforcing parts 22. And a reinforcing portion 23. In the horizontal direction H, the four first reinforcing portions 22 extend in the horizontal direction H so as to straddle the plurality of sleeve walls 14s, the sweep window 16 and the window 17, and the second reinforcing portion 23 is the first reinforcing portion. The upper and lower ends are connected to 22 at a position where the sleeve wall 14s is located with a gap.
図2に示すように、補強部21は、梁13に先端部が差し込まれた複数の軸材24と、梁13に沿って配置された鋼材25と、袖壁14sに沿って配置された鉄筋26と、鋼材25及び鉄筋26を内部に含んで既設建物11と一体化されたコンクリート体27と、を備える。すなわち、第1補強部22は、鋼材25及びコンクリート体27を含んで梁13に沿って配置されているとともに、第2補強部23は鉄筋26及びコンクリート体27を含んで袖壁14sに沿って配置されている。なお、鋼材25の周囲にはせん断補強筋28(あばら筋)を配置して、鋼材25とコンクリート体27との一体性を高めることが好ましい。   As shown in FIG. 2, the reinforcing portion 21 includes a plurality of shaft members 24 whose tip portions are inserted into the beam 13, steel members 25 disposed along the beam 13, and reinforcing bars disposed along the sleeve wall 14 s. 26, and a concrete body 27 that includes the steel material 25 and the reinforcing bars 26 and is integrated with the existing building 11. That is, the first reinforcing portion 22 includes the steel material 25 and the concrete body 27 and is disposed along the beam 13, and the second reinforcing portion 23 includes the reinforcing bar 26 and the concrete body 27 along the sleeve wall 14 s. Has been placed. In addition, it is preferable to arrange a shear reinforcement bar 28 (a rib bar) around the steel material 25 to enhance the integrity of the steel material 25 and the concrete body 27.
鋼材25は、ウエブ25w及びウエブ25wの両端から延びる一対のフランジ25fを有するH形鋼とすることが好ましい。この場合、鋼材25において、ウエブ25wには軸材24の基端部を挿通可能な複数の軸材挿通孔35が設けられるとともに、フランジ25fには鉛直方向Zに延びる鉄筋26を挿通可能な複数の鉄筋挿通孔36が設けられる。なお、図2においては、紙面と直交する方向において異なる位置にある軸材挿通孔35と鉄筋挿通孔36を図示するために、2点差線で囲んで示す拡大断面図においては、拡大していない部分と紙面と直交する方向において異なる位置で切断した断面を示している。   The steel material 25 is preferably an H-shaped steel having a web 25w and a pair of flanges 25f extending from both ends of the web 25w. In this case, in the steel material 25, the web 25w is provided with a plurality of shaft material insertion holes 35 through which the base end portion of the shaft material 24 can be inserted, and the flange 25f can have a plurality of rebars 26 extending in the vertical direction Z inserted therethrough. Reinforcing bar insertion hole 36 is provided. In FIG. 2, in order to illustrate the shaft member insertion hole 35 and the reinforcing bar insertion hole 36 at different positions in the direction orthogonal to the paper surface, the enlarged cross-sectional view surrounded by a two-dot difference line is not enlarged. Sections cut at different positions in the direction orthogonal to the portion and the paper surface are shown.
鉄筋挿通孔36に挿通される鉄筋26は、壁部14の厚さ方向(図2では左右方向)において鋼材25のウエブ25wと袖壁14sの間に配置され、第2補強部23のコンクリート体27は、その鉄筋26の周囲に配置される。第1補強部22は、H形鋼のように鉄筋26よりも断面積の大きい鋼材25を含むことから、壁部14の厚さ方向において、第1補強部22の長さは第2補強部23の長さよりも長い。例えば、厚さ方向において、第1補強部22の長さ(厚さ)が265mm程度である場合に、第2補強部23の長さ(厚さ)は135mm程度となる。   The reinforcing bar 26 inserted through the reinforcing bar insertion hole 36 is disposed between the web 25w of the steel material 25 and the sleeve wall 14s in the thickness direction of the wall part 14 (left and right direction in FIG. 2), and is a concrete body of the second reinforcing part 23. 27 is arranged around the reinforcing bar 26. Since the first reinforcing portion 22 includes a steel material 25 having a cross-sectional area larger than that of the reinforcing bar 26 such as an H-shaped steel, the length of the first reinforcing portion 22 is the second reinforcing portion in the thickness direction of the wall portion 14. It is longer than the length of 23. For example, in the thickness direction, when the length (thickness) of the first reinforcing portion 22 is about 265 mm, the length (thickness) of the second reinforcing portion 23 is about 135 mm.
軸材24は、その基端部にナット31に形成される雌ねじ部と対応する雄ねじ部を有するアンカーボルトとすることが好ましい。この場合、軸材24の基端部を挿通した鋼材25のウエブ25wを軸材24に取り付けたナット31で挟持することにより、軸材24を介して鋼材25を梁13に連結することができる。   The shaft member 24 is preferably an anchor bolt having a male screw portion corresponding to the female screw portion formed on the nut 31 at the base end portion. In this case, the steel 25 can be connected to the beam 13 via the shaft 24 by sandwiching the web 25w of the steel 25 inserted through the base end portion of the shaft 24 with the nut 31 attached to the shaft 24. .
図3に示すように、複数の軸材24のうち、特に鋼材25の長手方向における両端付近の軸材24には鋼材25のウエブ25wを挟持するように対をなすナット31を取り付けることが好ましいが、その他の軸材24においては、抜け留めとなるように基端側にのみナット31を取り付けたり、ナット31を取り付けなかったりしてもよい。この場合にも、鋼材25を含むようにコンクリートを打設すれば、軸材挿通孔35と軸材24の間に入り込むコンクリート体27を介して鋼材25を軸材24と連結することができる。なお、図3では、鉄筋26の構成を明示するために、せん断補強筋28の図示を省略している。   As shown in FIG. 3, it is preferable to attach a pair of nuts 31 so that the web 25w of the steel material 25 is sandwiched between the shaft materials 24 in the vicinity of both ends in the longitudinal direction of the steel material 25 among the plurality of shaft materials 24. However, in the other shaft member 24, the nut 31 may be attached only to the base end side or may not be attached so as to be retained. Also in this case, if concrete is cast so as to include the steel material 25, the steel material 25 can be connected to the shaft material 24 via the concrete body 27 that enters between the shaft material insertion hole 35 and the shaft material 24. In FIG. 3, the shear reinforcement bars 28 are not shown in order to clearly show the configuration of the reinforcing bars 26.
鉄筋26は、水平方向Hと交差する方向(例えば鉛直方向Z)に延設されて鋼材25の鉄筋挿通孔36に挿通される第1の鉄筋26M及び第2の鉄筋26Lと、水平方向Hに延設される第3の鉄筋26Hと、を含む。   The reinforcing bar 26 extends in a direction intersecting the horizontal direction H (for example, the vertical direction Z) and is inserted into the reinforcing bar insertion hole 36 of the steel material 25 and the first reinforcing bar 26M and the second reinforcing bar 26L in the horizontal direction H. A third reinforcing bar 26H that is extended.
第1の鉄筋26Mは、例えば機械式継手32によって接合されるネジ節鉄筋であり、第2補強部23において水平方向Hの両端部分に配置され、ナット33などによって鋼材25に連結される。第2の鉄筋26Lは、例えば重ね継手等により接合される第1の鉄筋26Mよりも直径の小さい鉄筋であって、水平方向Hにおいて両端部分に配置された第1の鉄筋26Mの間に配置される。第2の鉄筋26Lは必ずしも鋼材25に連結する必要はなく、鋼材25の鉄筋挿通孔36に対して、固定されることなく挿通されればよい。なお、第1の鉄筋26M及び第2の鉄筋26Lの数は任意に変更できる。   The first reinforcing bars 26M are, for example, threaded reinforcing bars joined by a mechanical joint 32, are arranged at both end portions in the horizontal direction H in the second reinforcing portion 23, and are connected to the steel material 25 by nuts 33 or the like. The second rebar 26L is a rebar having a smaller diameter than the first rebar 26M joined by, for example, a lap joint or the like, and is disposed between the first rebars 26M disposed at both end portions in the horizontal direction H. The The second rebar 26L does not necessarily have to be connected to the steel material 25, and may be inserted into the rebar insertion hole 36 of the steel material 25 without being fixed. Note that the number of the first reinforcing bars 26M and the second reinforcing bars 26L can be arbitrarily changed.
次に、既設建物11の耐震補強方法について説明する。
図2に示すように、本実施形態の補強部21は、ベランダ15の床部分を上下に貫通して設けられるため、補強部21の設置にあたっては、まずベランダ15の袖壁14sに接する床部分の一部を除去して設置用開口15hを設ける。
Next, the seismic reinforcement method for the existing building 11 will be described.
As shown in FIG. 2, the reinforcing portion 21 of the present embodiment is provided so as to penetrate the floor portion of the veranda 15 up and down. Therefore, when installing the reinforcing portion 21, first, the floor portion in contact with the sleeve wall 14 s of the veranda 15. Is removed to provide an installation opening 15h.
そして、軸材24の先端部を梁13に差し込んで、軸材24の基端部が梁13から突出した状態となるように、軸材24を設置する(軸材設置工程)。
続いて、鋼材25をクレーン等で吊して、鋼材25に設けられた複数の軸材挿通孔35に軸材24の基端部をそれぞれ挿通する(挿通工程)。
And the front-end | tip part of the shaft material 24 is inserted in the beam 13, and the shaft material 24 is installed so that the base end part of the shaft material 24 may protrude from the beam 13 (shaft material installation process).
Subsequently, the steel material 25 is suspended by a crane or the like, and the base end portions of the shaft material 24 are respectively inserted into the plurality of shaft material insertion holes 35 provided in the steel material 25 (insertion process).
また、一部または全部の軸材24において、ナット31等により鋼材25を固定することにより、フランジ25fが水平をなすように梁13に沿って鋼材25を配置する。このとき、鋼材25は梁13から5cm程度離れた位置に配置する(鋼材配置工程)。そして、必要に応じて、鋼材25の周囲にせん断補強筋28(帯筋)を配置する。   Further, by fixing the steel material 25 with a nut 31 or the like in a part or all of the shaft material 24, the steel material 25 is arranged along the beam 13 so that the flange 25f is horizontal. At this time, the steel material 25 is arranged at a position about 5 cm away from the beam 13 (steel material arranging step). And if necessary, a shear reinforcement bar 28 (band) is arranged around the steel material 25.
次に、袖壁14sに沿って鉄筋26を配置する(鉄筋配置工程)。まず、第1の鉄筋26Mを鉛直方向Zに並ぶ鋼材25の鉄筋挿通孔36に挿通し、ナット33等で全ての鋼材25に対して固定することにより、鋼材25と鉄筋26Mとを連結する(連結工程)。続いて、第1の鉄筋26Mに接合する態様で、水平方向Hに延びる第3の鉄筋26Hを配筋する。さらに、第2の鉄筋26Lを鉛直方向Zに並ぶ全ての鋼材25の鉄筋挿通孔36に挿通し、水平方向Hに延びる第3の鉄筋26Hに固定する。   Next, the reinforcing bars 26 are arranged along the sleeve walls 14s (rebar arranging step). First, the first rebar 26M is inserted into the rebar insertion holes 36 of the steel members 25 arranged in the vertical direction Z and fixed to all the steel members 25 with nuts 33 or the like, thereby connecting the steel members 25 and the rebars 26M ( Connecting step). Then, the 3rd reinforcing bar 26H extended in the horizontal direction H is arranged in the aspect joined to the 1st reinforcing bar 26M. Further, the second reinforcing bars 26L are inserted into the reinforcing bar insertion holes 36 of all the steel members 25 arranged in the vertical direction Z, and are fixed to the third reinforcing bars 26H extending in the horizontal direction H.
そして、鉄筋26の配筋が終了すると、鋼材25及び鉄筋26を囲むように、壁部14の外面側にコンクリートを打設するための型枠を取り付け、その型枠内にコンクリートを流し込むことにより、既設建物11と接する位置に鋼材25及び鉄筋26を含むように普通コンクリートを打設する(コンクリート打設工程)。   When the reinforcing bars 26 are arranged, a formwork for placing concrete is attached to the outer surface side of the wall 14 so as to surround the steel material 25 and the reinforcing bars 26, and the concrete is poured into the formwork. Then, ordinary concrete is placed at a position in contact with the existing building 11 so as to include the steel material 25 and the reinforcing bars 26 (concrete placing step).
そして、打設したコンクリートが固まってコンクリート体27となった後に、型枠を取り外す。これにより、梁13に沿って第1補強部22が形成されるとともに、袖壁14sに沿って第2補強部23が形成される。その後、必要に応じて、外装材の吹付けなど、コンクリート体27の表面処理を行って、補強部21を完成させる。   Then, after the placed concrete is hardened to become the concrete body 27, the mold is removed. Thereby, the first reinforcing portion 22 is formed along the beam 13 and the second reinforcing portion 23 is formed along the sleeve wall 14s. Then, as needed, surface treatment of the concrete body 27, such as spraying of an exterior material, is performed and the reinforcement part 21 is completed.
次に、本実施形態における既設建物11の耐震補強構造及び既設建物の耐震補強方法の作用について説明する。
図4に二点鎖線で示すように、補強部21は、掃き出し窓16などの開口部を塞ぐことなく、既設建物11の外壁部分に接合される。さらに、壁部14に沿って設けられる第2補強部23は第1補強部22よりも外方への突出長さが短いので、圧迫感が少なく、既設建物11において掃き出し窓16からつづく居住空間であるベランダ15が狭くなりにくい。すなわち、H形鋼である鋼材25を含む第1補強部22は増し打壁となる第2補強部23よりも外方に突出するが、第1補強部22は居住空間としての利用度が低い位置(床や天井から水平に延びる位置)に配置されるので、突出していてもじゃまになりにくい。
Next, the effect | action of the seismic reinforcement structure of the existing building 11 in this embodiment and the seismic reinforcement method of the existing building is demonstrated.
As indicated by a two-dot chain line in FIG. 4, the reinforcing portion 21 is joined to the outer wall portion of the existing building 11 without closing the opening such as the sweep window 16. Furthermore, since the second reinforcing portion 23 provided along the wall portion 14 has a shorter outward projecting length than the first reinforcing portion 22, there is little feeling of pressure, and the living space that continues from the sweep window 16 in the existing building 11. The veranda 15 is not easily narrowed. That is, the 1st reinforcement part 22 containing the steel material 25 which is H-shaped steel protrudes outward rather than the 2nd reinforcement part 23 used as an increased striking wall, but the 1st reinforcement part 22 has low utilization as a living space. Since it is placed at a position (a position that extends horizontally from the floor or ceiling), it does not get in the way even if it protrudes.
また、補強部21は梁13や袖壁14sなど、既設建物11が備える構造物に対して平面的なはみ出しがないため、既設建物11の外壁に取り付けても、その美観に与える影響が小さい。そして、補強部21は既設建物11の外側から施工可能なので、建物内部での作業を必要としない。   Further, since the reinforcing portion 21 does not protrude in a planar manner with respect to the structure provided in the existing building 11 such as the beam 13 or the sleeve wall 14s, even if it is attached to the outer wall of the existing building 11, the effect on the beauty is small. And since the reinforcement part 21 can be constructed from the outer side of the existing building 11, the operation | work inside a building is not required.
なお、壁部14に増打ち壁を設けるにあたって、無収縮モルタルの吹き付けやコテ塗りを行う場合には、作業の手間がかかったり、コストが高くなってしまったりする。その点、本実施形態の補強部21は、普通コンクリートの打設によりコンクリート体27を形成するので、作業の手間が少なく、コスト面でも有利である。   It should be noted that when the additional wall is provided on the wall portion 14, when the non-shrink mortar is sprayed or troweled, it takes time for the work or the cost becomes high. In that respect, the reinforcing portion 21 of the present embodiment forms the concrete body 27 by placing ordinary concrete, so that the labor of the work is small and the cost is advantageous.
そして、本実施形態では、第1補強部22を介して第2補強部23を既設建物11に取り付けるため、図5及び図6に示すように、地震時などに第2補強部23がせん断応力や曲げ応力を負担することにより、梁13や壁部14の変形や破壊が抑制される。なお、図5及び図6においては、構造要素に作用する力の関係を明示するために、補強部21の構成を簡素化して表現している。   In this embodiment, since the second reinforcing portion 23 is attached to the existing building 11 via the first reinforcing portion 22, the second reinforcing portion 23 is subjected to shear stress during an earthquake as shown in FIGS. Further, the deformation and destruction of the beam 13 and the wall portion 14 are suppressed by bearing the bending stress. 5 and 6, the configuration of the reinforcing portion 21 is simplified and expressed in order to clearly show the relationship between the forces acting on the structural elements.
図5は、第2補強部23がせん断応力を負担したときの、第1補強部22における応力の釣り合いを示す。第2補強部23がせん断応力Fsを負担すると、コンクリート体27には斜め方向に圧縮応力Fcが生じ、鉄筋26Lには引張応力Ftが生じる。そして第1補強部22の内部では、コンクリート体27の圧縮応力Fcと鉄筋26Lの引張応力Ftが、鋼材25を介して軸材24のせん断応力Fsと釣り合う。   FIG. 5 shows a balance of stresses in the first reinforcing part 22 when the second reinforcing part 23 bears a shear stress. When the second reinforcing portion 23 bears the shear stress Fs, a compressive stress Fc is generated in the diagonal direction in the concrete body 27, and a tensile stress Ft is generated in the reinforcing bar 26L. In the first reinforcing portion 22, the compressive stress Fc of the concrete body 27 and the tensile stress Ft of the reinforcing bar 26 </ b> L are balanced with the shear stress Fs of the shaft member 24 through the steel material 25.
図6は、第2補強部23が曲げ応力を負担したときの、第1補強部22における応力の釣り合いを示す。第2補強部23が曲げ応力を負担すると、コンクリート体27には鉛直方向に圧縮応力Fcが生じ、鉄筋26Mには引張応力Ftが生じる。そして第1補強部22の内部では、コンクリート体27の鉛直方向の圧縮応力Fcと鉄筋26Mの引張応力Ftが、鋼材25を介して軸材24のせん断応力Fsと釣り合う。   FIG. 6 shows a balance of stress in the first reinforcing portion 22 when the second reinforcing portion 23 bears a bending stress. When the second reinforcing portion 23 bears a bending stress, a compressive stress Fc is generated in the vertical direction in the concrete body 27, and a tensile stress Ft is generated in the reinforcing bar 26M. In the first reinforcing portion 22, the vertical compressive stress Fc of the concrete body 27 and the tensile stress Ft of the reinforcing bar 26 </ b> M are balanced with the shear stress Fs of the shaft member 24 through the steel material 25.
このように、鋼材25は、コンクリート体27の圧縮応力Fc、鉄筋26L,26Mの引張応力Ft及び軸材24のせん断応力Fsを伝達するためにある。なお、鋼材25としてのH形鋼のウエブ25wに設けられた軸材挿通孔35に軸材24を挿通して軸材24と鋼材25を接合することにより、軸材24の軸方向と交差する方向に生じる力を鋼材25と軸材24との間で効率よく伝達することができる。また、鋼材25としてのH形鋼のフランジ25fに設けられた鉄筋挿通孔36に鉄筋26L,26Mを挿通して鉄筋26L,26Mと鋼材25を接合することにより、鉄筋26L,26Mの軸方向に生じる力を鋼材25と鉄筋26L,26Mとの間で効率よく伝達することができる。そして、鋼材25をH形鋼とすることで、コンクリート体27の圧縮応力Fcをフランジ25fで効率よく受けることができる。   Thus, the steel material 25 is for transmitting the compressive stress Fc of the concrete body 27, the tensile stress Ft of the reinforcing bars 26L and 26M, and the shear stress Fs of the shaft member 24. In addition, the shaft member 24 is inserted into the shaft member insertion hole 35 provided in the web 25w of the H-shaped steel as the steel member 25 to join the shaft member 24 and the steel member 25, thereby crossing the axial direction of the shaft member 24. The force generated in the direction can be efficiently transmitted between the steel material 25 and the shaft material 24. Further, the reinforcing bars 26L, 26M are inserted into the reinforcing bar insertion holes 36 provided in the flange 25f of the H-shaped steel as the steel material 25, and the reinforcing bars 26L, 26M are joined to the steel material 25, thereby the axial direction of the reinforcing bars 26L, 26M. The generated force can be efficiently transmitted between the steel material 25 and the reinforcing bars 26L and 26M. And the compression stress Fc of the concrete body 27 can be efficiently received by the flange 25f by making the steel material 25 into H-shaped steel.
補強部21は鉛直方向Zに延びる鋼材を備えず、第2補強部23は第1補強部22と比較して厚さが薄いが、第2補強部23は壁部14に対する設置面積が広いため、高い耐震性を発揮することができる。   The reinforcing portion 21 does not include a steel material extending in the vertical direction Z, and the second reinforcing portion 23 is thinner than the first reinforcing portion 22, but the second reinforcing portion 23 has a large installation area with respect to the wall portion 14. Can demonstrate high earthquake resistance.
そして、例えば1階部分に補強部21を設ける場合、1階の天井梁(2階の床梁)となる梁13を第1補強部22で補強することにより、第2補強部23の強度を活かすことができる。   For example, when the reinforcing portion 21 is provided in the first floor portion, the strength of the second reinforcing portion 23 is increased by reinforcing the beam 13 that becomes the ceiling beam on the first floor (the floor beam on the second floor) with the first reinforcing portion 22. You can make use of it.
なお、図1に示す補強部21B,21C,21Dのように、水平方向Hにおいて第1補強部22の長さを第2補強部23よりも長くすれば、その分、既設建物11の梁13を補強する効果が高くなり、地震時等の横揺れに対する耐力を向上させることができるので、補強部21全体として耐震性を確保することができる。   In addition, if the length of the 1st reinforcement part 22 is made longer than the 2nd reinforcement part 23 in the horizontal direction H like reinforcement part 21B, 21C, 21D shown in FIG. Since the effect of reinforcing the strength is enhanced and the resistance to rolls during an earthquake or the like can be improved, it is possible to ensure the earthquake resistance of the reinforcing portion 21 as a whole.
また、補強部21の設置にあたっては、袖壁14sには軸材24(あと施工アンカー)を設置しないので、軸材24を差し込む穴を形成する際に発生する騒音や振動の発生が少なくて済む。   Further, when the reinforcing portion 21 is installed, the shaft member 24 (post-installed anchor) is not installed on the sleeve wall 14s, so that the generation of noise and vibration generated when the hole into which the shaft member 24 is inserted is reduced. .
以上詳述した実施形態によれば、次のような効果が発揮される。
(1)第1補強部22はコンクリート体27の内部に強度と変形性能に優れた鋼材25を含むので、既設建物11の耐震性能を大きく向上させることができる。なお、第1補強部22は梁13に沿って配置されるので、鋼材25を含むことによって厚さ方向における長さが長く(厚く)なってもじゃまになりにくい。また、壁部14に沿って配置される第2補強部23は、第1補強部22と比較して、厚さ方向における長さ(厚さ)が第1補強部22以下なので、既設建物11の開口部からつづく居住空間への突出を抑制することができる。そして、第2補強部23に含まれる鉄筋26Mと第1補強部22に含まれる鋼材25とを連結することにより、鉄筋26Mの軸方向に生じる力を鋼材25と鉄筋26Mとの間で効率よく伝達して、梁13と壁部14の相対的な変位による梁13及び壁部14の破壊を抑制することができる。このような補強のための構造体を梁13及び壁部14に沿って配置することにより、開口部を塞ぐことなく既設建物11の耐震性能を高めることができる。
According to the embodiment detailed above, the following effects are exhibited.
(1) Since the 1st reinforcement part 22 contains the steel material 25 excellent in intensity | strength and a deformation | transformation performance inside the concrete body 27, the earthquake resistance performance of the existing building 11 can be improved greatly. In addition, since the 1st reinforcement part 22 is arrange | positioned along the beam 13, even if the length in the thickness direction becomes long (thick) by including the steel material 25, it is hard to get in the way. In addition, the second reinforcing portion 23 arranged along the wall portion 14 has a length (thickness) in the thickness direction equal to or less than that of the first reinforcing portion 22 as compared with the first reinforcing portion 22. Protrusion to the living space that continues from the opening of the can be suppressed. Then, by connecting the reinforcing bar 26M included in the second reinforcing part 23 and the steel material 25 included in the first reinforcing part 22, the force generated in the axial direction of the reinforcing bar 26M is efficiently generated between the steel material 25 and the reinforcing bar 26M. It can transmit and the destruction of the beam 13 and the wall part 14 by the relative displacement of the beam 13 and the wall part 14 can be suppressed. By disposing such a reinforcing structural body along the beam 13 and the wall portion 14, the seismic performance of the existing building 11 can be enhanced without blocking the opening.
(2)鋼材25としてのH形鋼のウエブ25wに設けられた軸材挿通孔35に軸材24を挿通して軸材24と鋼材25を接合することにより、軸材24の軸方向と交差する方向に生じる力を鋼材25と軸材24との間で効率よく伝達することができる。また、鋼材25をH形鋼とすることで、コンクリート体27の圧縮応力をフランジ25fで効率よく受けることができる。   (2) Crossing the axial direction of the shaft member 24 by inserting the shaft member 24 into the shaft member insertion hole 35 provided in the web 25w of the H-shaped steel as the steel member 25 and joining the shaft member 24 and the steel member 25. The force generated in the direction to be transmitted can be efficiently transmitted between the steel material 25 and the shaft material 24. Moreover, the compression stress of the concrete body 27 can be efficiently received by the flange 25f by making the steel material 25 into H-shaped steel.
(3)鋼材25としてのH形鋼のフランジ25fに設けられた鉄筋挿通孔36に鉄筋26L,26Mを挿通して鉄筋26L,26Mと鋼材25を接合することにより、鉄筋26L,26Mの軸方向に生じる力を鋼材25と鉄筋26L,26Mとの間で効率よく伝達することができる。   (3) The reinforcing bars 26L and 26M are inserted into the reinforcing bar insertion holes 36 provided in the flange 25f of the H-shaped steel as the steel material 25, and the reinforcing bars 26L and 26M are joined to the steel material 25, whereby the reinforcing bars 26L and 26M are axially disposed. Can be efficiently transmitted between the steel material 25 and the reinforcing bars 26L, 26M.
(4)第1の鉄筋26Mは鋼材25に連結されているので、鋼材25に作用する曲げ応力に対して第1の鉄筋26Mの引張り応力で抵抗することができる。一方、第2の鉄筋26Lは中間の鋼材25に対しては連結されず、鉄筋挿通孔36に挿通するだけでよいので、第2の鉄筋26Lを鋼材25に連結する手間を省くことができる。   (4) Since the first reinforcing bar 26M is connected to the steel material 25, it can resist the bending stress acting on the steel material 25 with the tensile stress of the first reinforcing bar 26M. On the other hand, the second rebar 26L is not connected to the intermediate steel material 25, but only needs to be inserted through the rebar insertion hole 36, so that the trouble of connecting the second rebar 26L to the steel material 25 can be saved.
(5)第2補強部23の上下に設けられる第1補強部22の長さを伸ばすことにより、既設建物11の梁13が補強され、地震時等の横揺れに対する耐力を向上させることができる。   (5) By extending the length of the first reinforcing portion 22 provided above and below the second reinforcing portion 23, the beam 13 of the existing building 11 is reinforced, and the resistance to rolls during an earthquake or the like can be improved. .
(変更例)
なお、上記実施形態は、次のように変更して具体化することも可能である。また、上記実施形態及び下記変更例は、任意に組み合わせて具体化することが可能である。
(Example of change)
In addition, the said embodiment can also be changed and actualized as follows. Moreover, the said embodiment and the following modified example can be embodied combining arbitrarily.
・補強部21に内蔵する鋼材25はH形鋼に限らず、例えば、鋼板、I形鋼、L形鋼、溝形鋼、山形鋼など、任意に変更することができる。ただし、鋼材25として、平行をなす一対のフランジ25fを有するH形鋼を用いることにより、コンクリート体27の圧縮応力を上下方向から効率よく受けることができるので、より好ましい。   -The steel material 25 built in the reinforcement part 21 is not restricted to H-section steel, For example, it can change arbitrarily, such as a steel plate, I-shape steel, L-shape steel, a groove-shaped steel, and a mountain-shaped steel. However, the use of H-shaped steel having a pair of parallel flanges 25f as the steel material 25 is more preferable because the compressive stress of the concrete body 27 can be efficiently received from the vertical direction.
・第2補強部23は、袖壁14sだけでなく、窓(開口部)の上下にある垂れ壁14bや腰壁14wにも設けることができる。
・図7に示す第1変更例のように、例えば補強部21を取り付ける壁部14に外接して居住空間を形成するベランダ15やバルコニー、廊下等がないなどの事情により、補強部21の突出が許容される場合には、壁部14の厚さ方向において、第1補強部22と第2補強部23の長さ(厚さ)が等しくてもよい。また、この場合には、鉄筋26を鋼材25のウエブ25wの両側に配置することにより、補強部21による補強効果をより高くすることができる。
The second reinforcing portion 23 can be provided not only on the sleeve wall 14s but also on the hanging wall 14b and the waist wall 14w above and below the window (opening).
As shown in the first modification shown in FIG. 7, for example, there is no veranda 15 that forms a living space by circumscribing the wall portion 14 to which the reinforcing portion 21 is attached, and there is no balcony, corridor, etc. Is allowed, the length (thickness) of the first reinforcing portion 22 and the second reinforcing portion 23 may be equal in the thickness direction of the wall portion 14. In this case, the reinforcing effect by the reinforcing portion 21 can be further enhanced by arranging the reinforcing bars 26 on both sides of the web 25 w of the steel material 25.
・図8に示す第2変更例のように、補強部21において、鉄筋26M,26L,26Hに加えて、あるいは鉄筋26M,26L,26Hに変えて、水平方向H及び鉛直方向Zの双方と交差する斜状の鉄筋26Sを配筋してもよいし、斜状の鉄筋26Sを互いに交差させてX状をなすように配筋してもよい。   As in the second modification shown in FIG. 8, in the reinforcing portion 21, in addition to the reinforcing bars 26M, 26L, and 26H, or in place of the reinforcing bars 26M, 26L, and 26H, intersect with both the horizontal direction H and the vertical direction Z. The oblique reinforcing bars 26S may be arranged, or the oblique reinforcing bars 26S may be arranged so as to cross each other to form an X shape.
・軸材24は必ずしも鋼材25に軸材挿通孔35を設けて挿通させる必要はない。例えば、梁13に先端部分が差し込まれた軸材24の既設建物11から突出する基端部と鋼材25とを含むようにコンクリートを打設すれば、固化したコンクリート体27を介して軸材24と鋼材25との間で力を伝達することができる。この構成によれば、軸材24を梁13に差し込む際にその位置がずれてしまったとしても、その軸材24を軸材挿通孔35に挿通するという作業上の困難を回避することができる。ただし、軸材24を軸材挿通孔35に挿通しておいた方が、軸材24の軸方向と交差する方向に作用する力を軸材24と鋼材25との間でより確実に伝達することができるので、好ましい。   The shaft member 24 is not necessarily inserted through the steel member 25 by providing the shaft member insertion hole 35. For example, if concrete is placed so as to include a base end portion projecting from the existing building 11 of the shaft member 24 with the tip portion inserted into the beam 13 and the steel material 25, the shaft member 24 is passed through the solidified concrete body 27. And the steel material 25 can transmit a force. According to this configuration, even if the position of the shaft member 24 is shifted when the shaft member 24 is inserted into the beam 13, it is possible to avoid the operational difficulty of inserting the shaft member 24 into the shaft member insertion hole 35. . However, if the shaft member 24 is inserted into the shaft member insertion hole 35, the force acting in the direction intersecting the axial direction of the shaft member 24 is more reliably transmitted between the shaft member 24 and the steel member 25. This is preferable.
H…水平方向、Z…鉛直方向、11…既設建物、13…梁、14s…壁部である袖壁、22…第1補強部、23…第2補強部、24…軸材、25…鋼材、25f…フランジ、25w…ウエブ、26,26H,26L,26M,26S…鉄筋、26L…第2の鉄筋、26M…第1の鉄筋、27…コンクリート体、35…軸材挿通孔、36…鉄筋挿通孔。   H ... Horizontal direction, Z ... Vertical direction, 11 ... Existing building, 13 ... Beam, 14s ... Sleeve wall which is a wall part, 22 ... First reinforcement part, 23 ... Second reinforcement part, 24 ... Shaft material, 25 ... Steel material 25f ... flange, 25w ... web, 26, 26H, 26L, 26M, 26S ... rebar, 26L ... second rebar, 26M ... first rebar, 27 ... concrete body, 35 ... shaft material insertion hole, 36 ... rebar Insertion hole.

Claims (5)

  1. 複数の梁及び前記梁と接する壁部を備える既設建物の耐震補強構造であって、
    前記梁に沿って配置された鋼材と、
    前記鋼材に連結された状態で前記壁部に沿って配置された鉄筋と、
    前記鋼材及び前記鉄筋を内部に含んで前記梁及び前記壁部に沿って設けられたコンクリート体と、
    を備え、
    前記壁部の厚さ方向において、前記梁に沿って配置された前記鋼材及び前記コンクリート体により構成される第1補強部の長さは、前記壁部に沿って配置された前記鉄筋及び前記コンクリート体により構成される第2補強部の長さ以上であることを特徴とする既設建物の耐震補強構造。
    An earthquake-proof reinforcement structure for an existing building comprising a plurality of beams and a wall portion in contact with the beams,
    Steel material arranged along the beam;
    Reinforcing bars arranged along the wall in a state of being connected to the steel material;
    A concrete body provided along the beam and the wall portion including the steel material and the reinforcing bar inside;
    With
    In the thickness direction of the wall part, the length of the first reinforcing part constituted by the steel material and the concrete body arranged along the beam is the reinforcing bar and the concrete arranged along the wall part. A seismic reinforcement structure for an existing building, characterized in that it is longer than the length of the second reinforcement part constituted by the body.
  2. 前記梁に先端部が差し込まれた軸材を備え、
    前記鋼材は、前記軸材の基端部を挿通可能な軸材挿通孔が設けられたウエブ及び前記ウエブの両端から延びる一対のフランジを有するH形鋼である
    ことを特徴とする請求項1に記載の既設建物の耐震補強構造。
    A shaft member having a tip inserted into the beam,
    2. The steel material according to claim 1, wherein the steel material is an H-shaped steel having a web provided with a shaft material insertion hole through which a base end portion of the shaft material can be inserted and a pair of flanges extending from both ends of the web. Seismic reinforcement structure for existing buildings as described.
  3. 前記鋼材は鉄筋を挿通可能な鉄筋挿通孔を有し、
    前記鋼材に連結された前記鉄筋を第1の鉄筋とするときに、前記鋼材の前記鉄筋挿通孔に固定されることなく挿通される第2の鉄筋を備える
    ことを特徴とする請求項1または請求項2に記載の既設建物の耐震補強構造。
    The steel material has a reinforcing bar insertion hole through which a reinforcing bar can be inserted,
    2. The second reinforcing bar inserted without being fixed to the reinforcing bar insertion hole of the steel material when the reinforcing bar connected to the steel material is a first reinforcing bar. Item 3. An earthquake-proof reinforcement structure for an existing building according to item 2.
  4. 前記第1補強部は前記第2補強部よりも水平方向における長さが長い
    ことを特徴とする請求項1から請求項3のうち何れか一項に記載の既設建物の耐震補強構造。
    The seismic reinforcement structure for an existing building according to any one of claims 1 to 3, wherein the first reinforcement portion is longer in the horizontal direction than the second reinforcement portion.
  5. 複数の梁及び前記梁と接する壁部を備える既設建物の耐震補強方法であって、
    前記梁に沿って鋼材を配置する鋼材配置工程と、
    前記壁部に沿って鉄筋を配置する鉄筋配置工程と、
    前記鋼材と前記鉄筋とを連結する連結工程と、
    前記梁及び前記壁部に沿う位置に、前記鋼材及び前記鉄筋を含むようにコンクリートを打設するコンクリート打設工程と、
    を備え、
    前記壁部の厚さ方向において、前記梁に沿って配置された前記鋼材及び前記コンクリートにより構成される第1補強部の長さは、前記壁部に沿って配置された前記鉄筋及び前記コンクリートにより構成される第2補強部の長さ以上であることを特徴とする既設建物の耐震補強方法。
    A method for seismic reinforcement of an existing building comprising a plurality of beams and a wall portion in contact with the beams,
    A steel material arranging step of arranging a steel material along the beam;
    A reinforcing bar arrangement step of arranging reinforcing bars along the wall,
    A connecting step of connecting the steel material and the reinforcing bar;
    A concrete placing step of placing concrete so as to include the steel material and the reinforcing bar at a position along the beam and the wall; and
    With
    In the thickness direction of the wall portion, the length of the first reinforcing portion constituted by the steel material and the concrete arranged along the beam is determined by the reinforcing bar and the concrete arranged along the wall portion. A seismic reinforcement method for an existing building, characterized in that the length is equal to or longer than the length of the second reinforcing part to be configured.
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Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS54163009U (en) * 1978-05-06 1979-11-15
JP2000129932A (en) * 1998-10-28 2000-05-09 Maeda Corp Earthquake resistant reinforcement method
JP2006312859A (en) * 2005-04-06 2006-11-16 Toyohashi Univ Of Technology Aseismatic reinforcing structure and aseismatic reinforcing method for existing building
JP2008057175A (en) * 2006-08-30 2008-03-13 Kumagai Gumi Co Ltd Building seismically reinforcing method, building, and seismically reinforcing material
JP2015025244A (en) * 2013-07-24 2015-02-05 株式会社竹中工務店 Earthquake resistance strengthening structure

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS54163009U (en) * 1978-05-06 1979-11-15
JP2000129932A (en) * 1998-10-28 2000-05-09 Maeda Corp Earthquake resistant reinforcement method
JP2006312859A (en) * 2005-04-06 2006-11-16 Toyohashi Univ Of Technology Aseismatic reinforcing structure and aseismatic reinforcing method for existing building
JP2008057175A (en) * 2006-08-30 2008-03-13 Kumagai Gumi Co Ltd Building seismically reinforcing method, building, and seismically reinforcing material
JP2015025244A (en) * 2013-07-24 2015-02-05 株式会社竹中工務店 Earthquake resistance strengthening structure

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