JP5341683B2 - Seismic reinforcement method for existing buildings - Google Patents

Description

本発明は既設建物の耐震補強工法に関するもので、より詳しくは、鉄骨系で、かつ、外壁を有する既設の建物において、その既存の外壁を残して耐震補強をする工法に関する。   The present invention relates to a seismic reinforcement method for an existing building, and more particularly to a method for seismic reinforcement while leaving an existing outer wall in an existing building having a steel structure and having an outer wall.

従来、外壁を有する既設の鉄骨系の建物を耐震補強する方法は、既設の外壁を有することから、該外壁の内側、すなわち室内側において、既設の鉄骨柱間にブレースを架設するブレース工法や、既設の鉄骨柱と既設の鉄骨梁間に方杖を架設する方杖工法が一般的である。   Conventionally, the method of seismic reinforcement of an existing steel frame building having an outer wall has an existing outer wall, and therefore, on the inner side of the outer wall, that is, on the indoor side, a brace method for laying braces between existing steel columns, A common method of constructing a cane between an existing steel column and an existing steel beam is common.

前記のブレース工法や方杖工法は、前記のように既設の外壁の内側、すなわち室内側で行うことから、その付設される耐震部材が、既設建物の使い勝手に制約を及ぼしたり、室内の意匠にも悪影響を及ぼす問題がある。   Since the brace method and the cane method are performed on the inside of the existing outer wall, that is, on the indoor side as described above, the attached earthquake-resistant member may restrict the usability of the existing building, or may be applied to the design in the room. There is also a problem that has an adverse effect.

更に、施工をする際には、柱に付設された既存の内装材の撤去及び復旧が必要となり、また、住人の一時的な引越しが必要になる場合もあり、本来の耐震補強工事以外の作業が発生する問題がある。   Furthermore, when constructing, it is necessary to remove and restore the existing interior materials attached to the pillars, and it may be necessary to move the residents temporarily. There is a problem that occurs.

そこで本発明は、前記の課題を解決する既設建物の耐震補強工法を提供することを目的とするものである。   Then, this invention aims at providing the earthquake-proof reinforcement method of the existing building which solves the said subject.

前記の課題を解決するために、請求項１記載の発明は、既設の鉄骨柱の外側に外壁が取付けられている既設の建物において、
前記外壁とは別にプレキャストコンクリート製の耐震壁を用意するとともに該耐震壁の上部の裏面側に連結突部を一体に突設し、
前記外壁に、前記耐震壁の連結突部が嵌合する嵌合穴を、前記鉄骨柱が位置する部分において、その外壁の表裏に貫通して形成し、
前記耐震壁を、その連結突部を前記外壁の嵌合穴に嵌合して前記外壁の外側に配置し、
前記耐震壁の連結突部を、その耐震壁の外側から前記鉄骨柱に連結し、該耐震壁の下部を基礎側へ連結することを特徴とするものである。 In order to solve the above problems, the invention according to claim 1 is an existing building in which an outer wall is attached to the outside of an existing steel column.
A precast concrete seismic wall is prepared separately from the outer wall, and a connecting projection is integrally projected on the back side of the upper part of the seismic wall,
In the outer wall, in the portion where the steel column is located, a fitting hole into which the connecting projection of the earthquake resistant wall is fitted is formed so as to penetrate the front and back of the outer wall,
The seismic wall is arranged on the outside of the outer wall by fitting the connecting protrusion into the fitting hole of the outer wall,
The connecting projection of the earthquake-resistant wall is connected to the steel column from the outside of the earthquake-resistant wall, and the lower part of the earthquake-resistant wall is connected to the foundation side.

請求項２記載の発明は、請求項１記載の発明において、前記連結突部と該連結突部が位置する鉄骨柱に、相互に連通する連結穴を形成し、片側から連結操作ができる連結具を前記耐震壁の外側から前記両連結穴に挿入し、その連結具を耐震壁の外側から操作して、前記連結突部と鉄骨柱とを連結することを特徴とするものである。   According to a second aspect of the present invention, in the first aspect of the present invention, in the first aspect of the present invention, a connecting tool is provided in which a connecting hole communicating with each other is formed in the connecting projection and the steel column in which the connecting protruding portion is located, so Is inserted into the connecting holes from the outside of the earthquake-resistant wall, and the connecting tool is operated from the outside of the earthquake-resistant wall to connect the connecting protrusion and the steel column.

請求項３記載の発明は、請求項２記載の発明において、前記連結具としてワンサイドボルトを用いることを特徴とするものである。   The invention according to claim 3 is the invention according to claim 2, wherein a one-side bolt is used as the connector.

請求項４記載の発明は、請求項１乃至３のいずれかに記載の発明において、前記の耐震壁を複数個、前記外壁の外側において積み上げ、これらの耐震壁を、基礎との間においてプレストレスをかけて連結することを特徴とするものである。   The invention according to claim 4 is the invention according to any one of claims 1 to 3, wherein a plurality of the earthquake-resistant walls are stacked outside the outer wall, and the earthquake-resistant walls are prestressed between the foundation and the foundation. It is characterized by connecting with.

本発明によれば、既存の外壁が取付けられている既設の建物において、その既存の外壁の外側に耐震壁を配置して耐震補強を行うようにしたので、耐震補強による既設の建物内での建物の使い勝手や室内の意匠に悪影響を及ぼすことがない。   According to the present invention, in an existing building to which an existing outer wall is attached, a seismic wall is arranged outside the existing outer wall to perform seismic reinforcement. It does not adversely affect the usability of the building or the interior design.

更に、耐震補強の施行を外壁の外側から行うため、施工の際には、内装材の撤去やその復旧作業が不要となり、既設建物内部での作業を極力少なくできるとともに、更に、住人の一時的な引越しも不要となる。   Furthermore, since the seismic reinforcement is carried out from the outside of the outer wall, it is not necessary to remove the interior material and restore it during construction, and the work inside the existing building can be reduced as much as possible. No need to move.

更に、プレキャストコンクリート製の耐震壁を、その上部において鉄骨柱に取付け、下部を基礎側へ連結するため、鉄骨柱の揺れを抑制し、十分な耐震機能を発揮できる。   Furthermore, since the precast concrete seismic wall is attached to the steel column at the upper part and the lower part is connected to the foundation side, it is possible to suppress the shaking of the steel column and to exhibit a sufficient seismic function.

本発明の耐震補強を施す既設の建物を示す要部の斜視図。The perspective view of the principal part which shows the existing building which gives the earthquake-proof reinforcement of this invention. 図１の既設建物において、その外壁に嵌合穴を形成するとともに鉄骨柱に連結穴を形成し、かつ、基礎を増設した斜視図。FIG. 2 is a perspective view in which, in the existing building of FIG. 1, a fitting hole is formed in the outer wall, a connection hole is formed in a steel column, and a foundation is added. 図１に示す鉄骨柱を示すもので、（ａ）は平断面図、（ｂ）は（ａ）におけるＡーＡ線断面図。The steel frame pillar shown in FIG. 1 is shown, (a) is a plane sectional view, (b) is the sectional view on the AA line in (a). 本発明の耐震壁を示す斜視図。The perspective view which shows the earthquake-resistant wall of this invention. 図４の耐震壁の中央上部縦断面図。FIG. 5 is a longitudinal sectional view of the upper center of the earthquake resistant wall of FIG. 4. 図２の既設の建物に図４の耐震壁を配置した斜視図。The perspective view which has arrange | positioned the earthquake-resistant wall of FIG. 4 in the existing building of FIG. 図６における耐震壁と鉄骨柱との取付部を示す縦断面図。The longitudinal cross-sectional view which shows the attachment part of a seismic wall and a steel column in FIG. 図６の状態において、連結具で耐震壁と鉄骨柱とを連結した縦断面図。In the state of FIG. 6, the longitudinal cross-sectional view which connected the earthquake resistant wall and the steel column with the connection tool. 図８の状態において上階の外壁と上階の耐震壁を配置した状態を示す縦断面図。The longitudinal cross-sectional view which shows the state which has arrange | positioned the outer wall of an upper floor, and the earthquake-resistant wall of an upper floor in the state of FIG. 本発明を２階建の既設建物に適用した状態の縦断面図。The longitudinal cross-sectional view of the state which applied this invention to the existing building of 2 stories. 本発明の１枚の耐震壁を鉄骨柱に取付けた状態の平面図。The top view of the state which attached the single earthquake-resistant wall of this invention to the steel column. 本発明における隣接する耐震壁と隣接する鉄骨柱の関係を示す略平面図。The schematic plan view which shows the relationship between the adjacent earthquake-resistant wall in this invention, and the adjacent steel column. 本発明に使用するワンサイドボルトの１例を示す側断面図。The sectional side view which shows an example of the one side bolt used for this invention.

本発明の実施の形態を図に示す実施例に基づいて説明する。
本発明は鉄骨系の建物で、かつ、その鉄骨柱間の外側に既存の仕上材等の外壁（以下外壁という）を有する既設の建物に耐震補強を施すもので、先ず、この既設の建物について図１により説明する。 Embodiments of the present invention will be described based on examples shown in the drawings.
The present invention is a steel-based building, and applies an anti-seismic reinforcement to an existing building having an outer wall (hereinafter referred to as an outer wall) such as an existing finishing material on the outer side between the steel columns. This will be described with reference to FIG.

図１において、既存の基礎１上には既設建物の躯体を構成する既存の鉄骨柱２が立設されている。この鉄骨柱２は、建物の外周りに複数本、適宜間隔を有して配置されているが、図１乃至図１１では、１本の鉄骨柱２と該部での取付構造のみを示し、他の鉄骨柱部の構造は、図１乃至図１１と同様の構造であるため省略した。なお、図１２において、隣接する鉄骨柱２，２と該部での取付構造の概略を示した。   In FIG. 1, an existing steel column 2 constituting a frame of an existing building is erected on an existing foundation 1. A plurality of steel columns 2 are arranged at appropriate intervals around the outer periphery of the building. In FIGS. 1 to 11, only one steel column 2 and a mounting structure at the portion are shown. The structure of the other steel column portions is omitted because it is the same as that shown in FIGS. In addition, in FIG. 12, the outline of the adjacent steel-frame pillars 2 and 2 and the attachment structure in this part was shown.

また、図の実施例では、既存の鉄骨柱２としてＨ型鋼を用い、その一方のフランジ２ａが建物の外側（図のＺ側）に位置するように配置されている。なお、この既存の鉄骨柱２は、その建物の外側部に取付面を有するものであればよく、Ｈ型鋼以外に、横断面が口形の型鋼を用いてもよい。   Moreover, in the Example of a figure, H-shaped steel is used as the existing steel column 2, and it arrange | positions so that the one flange 2a may be located in the outer side (Z side of a figure) of a building. In addition, this existing steel column 2 should just have a mounting surface in the outer side part of the building, and may use the steel in which a cross section is a mouth shape other than H-shaped steel.

また、図の実施例は、２階建の既設建物を示すもので、前記鉄骨柱２，２間には２階部分の鉄骨梁３が架設されており、該鉄骨梁３上に２階の床板４が載置されている。   Further, the embodiment shown in the figure shows an existing building having a two-story structure, and a steel beam 3 of the second floor part is erected between the steel pillars 2 and 2, and the second floor is placed on the steel beam 3. A floor plate 4 is placed.

前記鉄骨柱２の両側には、図１に示すように取付プレート５が固設されており、該取付プレート５の外面に既存の外壁６が、ボルト及びナット等の適宜な取付手段５ａにより取付けられている。これにより、外壁６は、鉄骨柱２の外面に近接又は接して配置されている。   As shown in FIG. 1, mounting plates 5 are fixed on both sides of the steel column 2, and an existing outer wall 6 is mounted on the outer surface of the mounting plate 5 by appropriate mounting means 5a such as bolts and nuts. It has been. Thereby, the outer wall 6 is disposed close to or in contact with the outer surface of the steel column 2.

図１に示す１階部分の外壁６は、その下端面６ａが、前記基礎１上に載置され、上端面６ｂが２階の鉄骨梁３の近傍に位置するように、その高さが設定されている。   The height of the outer wall 6 of the first floor portion shown in FIG. 1 is set so that the lower end surface 6a is placed on the foundation 1 and the upper end surface 6b is positioned in the vicinity of the steel beam 3 on the second floor. Has been.

なお、図１において、２階部分の外壁６Ａは、一部を鎖線として表わして詳細は省略したが、前記１階部分の外壁６と同様の外壁を用い、その下端面６ａを前記１階部分の外壁６の上端面６ｂに載置するとともに２階部分の取付プレート５に前記と同様に取付けて配置されている。この１階部分の外壁６と２階部分の外壁６Ａは図１０に示されている。   In FIG. 1, the outer wall 6A of the second floor portion is partially shown as a chain line and the details are omitted. However, the outer wall similar to the outer wall 6 of the first floor portion is used, and its lower end surface 6a is used as the first floor portion. It is placed on the upper end surface 6b of the outer wall 6 and attached to the mounting plate 5 on the second floor in the same manner as described above. The outer wall 6 of the first floor part and the outer wall 6A of the second floor part are shown in FIG.

次に、前記のように、既存の外壁６を有する既設の建物に、耐震壁を外付けする工法について説明する。   Next, a construction method for attaching an earthquake-resistant wall to an existing building having an existing outer wall 6 as described above will be described.

先ず、図２に示すように、前記既存の外壁６におけるその上部であって、かつ、前記鉄骨柱２のフランジ２ａに位置する部分を、現場において切断機等により切断除去して、該部に、外壁６の上端部と表裏側が開口する嵌合穴７を、建物の内外方向（Ｘ−Ｘ方向）に貫通形成する。   First, as shown in FIG. 2, the upper portion of the existing outer wall 6 and the portion located on the flange 2a of the steel column 2 is cut and removed on the site by a cutting machine or the like. The fitting hole 7 which the upper end part and front and back side of the outer wall 6 open is formed by penetrating in the inside / outside direction (XX direction) of the building.

また、前記鉄骨柱２における、前記嵌合穴７が位置する部分のフランジ２ａに連結穴８を、現場において外側からドリル等によって貫通形成する。この連結穴８を図３に示す。実施例では図３に示すように４個形成されている。更に、連結穴８の周囲におけるフランジ２ａの外面Ｐ（図３の点線部）の塗料を落として錆を発生させる。   Further, a connecting hole 8 is formed through the outside of the steel column 2 from the outside by a drill or the like in the flange 2a where the fitting hole 7 is located. This connecting hole 8 is shown in FIG. In the embodiment, four are formed as shown in FIG. Further, the paint on the outer surface P of the flange 2a around the connecting hole 8 (dotted line portion in FIG. 3) is dropped to generate rust.

更に、図２に示すように、前記の基礎１（ベース部）上に、前記外壁６の外側に位置して耐震壁用のコンクリート基礎１ａを打設して増設する。また、該基礎１ａに、後述する耐震壁１０と連結する連結筋９を、その基部を基礎１ａ内に埋設し、上部を基礎１ａより上方へ突出して設ける。   Further, as shown in FIG. 2, a concrete foundation 1 a for a seismic wall located on the outside of the outer wall 6 is placed on the foundation 1 (base portion) and added. Further, a connecting bar 9 to be connected to a seismic wall 10 to be described later is provided on the foundation 1a with its base portion embedded in the foundation 1a and its upper portion protruding upward from the foundation 1a.

次に、耐震壁１０を、前記鉄骨柱２に外付けして前記外壁６の外側（図のＺ側）に配置するが、この耐震壁１０について説明する。   Next, the seismic wall 10 is externally attached to the steel column 2 and disposed outside the outer wall 6 (Z side in the figure). The seismic wall 10 will be described.

耐震壁１０は、図４乃至図１２に示すように、プレキャストコンクリート（ＰＣ）製の板材で形成されており、その主体部１０ａの左右方向（Ｙ−Ｙ方向）の幅Ｗ１と高さＨ１は所定の寸法に設定されている。図の実施例では、幅Ｗ１が、図１２に示すように、各耐震壁１０を柱列方向に配置し、かつ、各耐震壁１０を後述するように鉄骨柱２に取付けた際に、隣接する耐震壁１０，１０の対向端面（小口面）１０ｂ，１０ｂが所定の間隔Ｄで離間するように、すなわち、耐震壁１０の左右方向の幅Ｗ１が隣接する鉄骨柱２，２間の幅Ｗ２より短く設定されている。図に示す実施例では、耐震壁１０の左右方向の幅Ｗ１が２ｍで、鉄骨柱２相互間Ｗ２が６ｍに設定されている。   As shown in FIGS. 4 to 12, the earthquake resistant wall 10 is formed of a precast concrete (PC) plate material, and a width W1 and a height H1 in the left-right direction (Y-Y direction) of the main portion 10a are as follows. It is set to a predetermined dimension. In the illustrated embodiment, the width W1 is adjacent to each other when the seismic walls 10 are arranged in the column row direction and the seismic walls 10 are attached to the steel columns 2 as described later, as shown in FIG. The opposing end faces (small facets) 10b, 10b of the earthquake resistant walls 10, 10 are separated by a predetermined distance D, that is, the width W1 in the left-right direction of the earthquake resistant wall 10 is the width W2 between the adjacent steel columns 2, 2. It is set shorter. In the embodiment shown in the figure, the width W1 in the left-right direction of the earthquake resistant wall 10 is 2 m, and the W2 between the steel columns 2 is set to 6 m.

また、耐震壁１０の高さＨ１は、外壁６の高さＨ２より短く設定されて、図６に示すように、その上端面１０ｃが、前記外壁６の上端面６ｂより下方に位置するように、すなわち、耐震壁１０の上端面１０ｃが、前記外壁６における嵌合穴７の上下方向の略中央に位置するように設定されている。   Further, the height H1 of the earthquake resistant wall 10 is set to be shorter than the height H2 of the outer wall 6, and the upper end surface 10c thereof is positioned below the upper end surface 6b of the outer wall 6 as shown in FIG. That is, the upper end surface 10c of the earthquake resistant wall 10 is set so as to be positioned substantially at the center in the vertical direction of the fitting hole 7 in the outer wall 6.

前記耐震壁１０における主体部１０ａの上部における左右方向の中央部で、かつ、裏面側には、連結突部１１が、コンクリートにより主体部１０ａと一体に成形されている。該連結突部１１は、図７に示すように、主体部１０ａから裏側へ一体に突出した下部突部１１ａと、該下部突部１１ａから上方へ、すなわち、主体部１０ａの上端部１０ｃよりも上方へ突出した上部突部１１ｂとを一体成形して形成されている。該下部突部１１ａと上部突部１１ｂとからなる連結突部１１は、その上下方向の長さＬ１が、前記外壁６に形成した嵌合穴７の上下方向の長さＬ４と略同等か若干短い長さに設定され、左右方向の幅Ｌ２が、前記嵌合穴７の左右方向の幅Ｌ５と略同等か若干短い長さに設定され、表裏方向の長さＬ３が、前記嵌合穴７の表裏方向の長さ（板厚）Ｌ６と同等に設定されて形成されており、連結突部１１を嵌合穴７に、その外側から嵌入できるようになっている。   A connecting projection 11 is formed integrally with the main body 10a from concrete at the center in the left-right direction at the upper part of the main body 10a in the earthquake-resistant wall 10 and on the back surface side. As shown in FIG. 7, the connecting protrusion 11 includes a lower protrusion 11a that protrudes integrally from the main body 10a to the back side, and an upper side from the lower protrusion 11a, that is, an upper end 10c of the main body 10a. The upper protrusion 11b protruding upward is integrally formed. The connecting protrusion 11 composed of the lower protrusion 11a and the upper protrusion 11b has a vertical length L1 substantially equal to or slightly equal to the vertical length L4 of the fitting hole 7 formed in the outer wall 6. The length L2 in the left-right direction is set to a short length, the length L5 in the left-right direction of the fitting hole 7 is set to be substantially the same or slightly shorter, and the length L3 in the front and back direction is set to the fitting hole 7 The length (plate thickness) L6 in the front and back direction is set to be equal to the length L6, and the connecting projection 11 can be fitted into the fitting hole 7 from the outside.

前記耐震壁１０の連結突部１１における上部突部１１ｂの裏側には、板厚が比較的厚い金属製の取付プレート１２が配置されており、該取付プレート１２は、耐震壁１０の主体部１０ａにおける主筋等に対して、連結鉄筋１３等を介して連結固定されている。なお、前記の連結突部１１の各長さは、前記取付プレート１２を含めた長さであり、この取付プレート１２を含めて連結突部１１を構成している。   A metal mounting plate 12 having a relatively large plate thickness is disposed on the back side of the upper protrusion 11b of the connecting protrusion 11 of the earthquake resistant wall 10, and the attachment plate 12 is a main portion 10a of the earthquake resistant wall 10. Are connected and fixed to the main reinforcing bars and the like through the connecting reinforcing bars 13 and the like. In addition, each length of the said connection protrusion 11 is the length including the said attachment plate 12, and the connection protrusion 11 is comprised including this attachment plate 12. FIG.

前記上部突部１１ｂには、連結穴１４が表裏方向に貫通形成されており、この連結穴１４は、取付プレート１２に形成した小径の連結穴１４ａと、該連結穴１４ａと同芯でコンクリート部に形成した大径の連結穴１４ｂからなる。そして、前記小径の連結穴１４ａは、連結突部１１を嵌合穴７に嵌合した際に、前記鉄骨柱２のフランジ２ａに形成した連結穴８と合致する位置に同数形成されている。該両連結穴８と連結穴１４ａとは同径に形成されている。   A connecting hole 14 is formed through the upper protrusion 11b in the front and back direction. The connecting hole 14 has a small-diameter connecting hole 14a formed in the mounting plate 12, and a concentric core with the connecting hole 14a. The large-diameter connecting hole 14b is formed. The same number of the small-diameter connecting holes 14a are formed at positions that match the connecting holes 8 formed in the flange 2a of the steel column 2 when the connecting protrusion 11 is fitted into the fitting hole 7. The connecting holes 8 and the connecting holes 14a are formed to have the same diameter.

前記耐震壁１０内には、その左右部において図４，図１０に示すように、連結筋１５が埋設され、該連結筋１５の下端には、スリーブジョイント等からなる継手部１６が固設されている。該継手部１６内へは、図４，図６に示す注入孔１０ｇにより、グラウト（モルタル）等の接合剤が注入できるようになっている。該継手部１６の下側における耐震壁１０内には、下方から前記基礎１ａの連結筋９を継手部１６内に挿入できる挿入孔１７が、その下方を拡径してラッパ状に形成されている。   As shown in FIGS. 4 and 10, a connecting bar 15 is embedded in the seismic wall 10 at the left and right parts thereof, and a joint 16 made of a sleeve joint or the like is fixed to the lower end of the connecting bar 15. ing. A bonding agent such as grout (mortar) can be injected into the joint portion 16 through the injection hole 10g shown in FIGS. In the seismic wall 10 on the lower side of the joint portion 16, an insertion hole 17 through which the connecting bar 9 of the foundation 1a can be inserted into the joint portion 16 from below is formed in a trumpet shape with its diameter expanded below. Yes.

更に、耐震壁１０の前記連結筋１５の上部は、耐震壁１０の上端面１０ｃより上方へ突出している。   Furthermore, the upper part of the connecting bar 15 of the earthquake-resistant wall 10 protrudes upward from the upper end surface 10 c of the earthquake-resistant wall 10.

次に、前記耐震壁１０の取付方法について説明する。
先ず、１階用の１枚の耐震壁１０をクレーン等で吊り上げて、図２に示す既存の外壁６の外側（図のＺ側）で、かつ、その耐震壁１０の連結突部１１が、外壁６の嵌合孔７と対向するように位置させる。 Next, a method for attaching the earthquake resistant wall 10 will be described.
First, one earthquake-resistant wall 10 for the first floor is lifted by a crane or the like, and the outside of the existing outer wall 6 shown in FIG. 2 (Z side in the figure), and the connecting projection 11 of the earthquake-resistant wall 10 is The outer wall 6 is positioned so as to face the fitting hole 7.

次で、前記耐震壁１０の下端に形成した挿入穴１７を、基礎１ａから突出した連結筋９に位置させて耐震壁１０を下降して、その挿入穴１７に連結筋９を挿入するとともに、耐震壁１０の下端面１０ｅを基礎１ａ上に載置し、次で、耐震壁１０の上部を鉄骨柱２側へ移動して、耐震壁１０の連結突部１１を前記嵌合穴７内に嵌合する。これにより、耐震壁１０は、図６に示すように、外壁６の外側に近接して垂直に配置され、かつ、連結突部１１が嵌合穴７内に嵌合した状態に建込まれる。   Next, the insertion hole 17 formed at the lower end of the earthquake-resistant wall 10 is positioned at the connecting bar 9 protruding from the foundation 1a, the earthquake-resistant wall 10 is lowered, and the connecting bar 9 is inserted into the insertion hole 17, The lower end surface 10e of the earthquake-resistant wall 10 is placed on the foundation 1a, and then the upper part of the earthquake-resistant wall 10 is moved to the steel column 2 side so that the connecting projection 11 of the earthquake-resistant wall 10 is placed in the fitting hole 7. Mating. Thereby, as shown in FIG. 6, the earthquake-resistant wall 10 is arranged in the vicinity of the outside of the outer wall 6 so as to be vertically arranged, and the connecting projection 11 is fitted in the fitting hole 7.

また、前記のように、耐震壁１０を基礎１ａ上に載置することにより、基礎１ａの連結筋９は継手部１６内に挿入される。そして注入孔１０ｇより接合剤を注入し、耐震壁１０側の連結筋１５と基礎１ａ側の連結筋９を接合する。   Further, as described above, by placing the earthquake resistant wall 10 on the foundation 1 a, the connecting bar 9 of the foundation 1 a is inserted into the joint portion 16. Then, a bonding agent is injected from the injection hole 10g to join the connecting reinforcement 15 on the earthquake-resistant wall 10 side and the connecting reinforcement 9 on the foundation 1a side.

また、前記連結突部１１と鉄骨柱２とを次のようにして連結する。
図７は、連結突部１１を連結穴７に嵌合した状態である。この状態で図８に示すように、連結具であるワンサイドボルト２０により、連結突部１１の取付プレート１２と鉄骨柱２のフランジ２ａとを連結する。このワンサイドボルト２０は市販のものを使用できる。 Moreover, the said connection protrusion 11 and the steel column 2 are connected as follows.
FIG. 7 shows a state in which the connecting protrusion 11 is fitted in the connecting hole 7. In this state, as shown in FIG. 8, the attachment plate 12 of the connection projection 11 and the flange 2 a of the steel column 2 are connected by a one-side bolt 20 that is a connection tool. A commercially available one-side bolt 20 can be used.

このワンサイドボルト２０は、例えば図１３に示すようなものを使用し、これによる連結は、図８に示すように、先ず、前記取付プレート１２側の小径穴１４ａ、及び鉄骨柱２の取付穴８と略同径のスリーブ２０ａの中に頭付きボルト２０ｂを貫通したものを、耐震壁１０の外側から小径穴１４ａと取付穴８に貫通配置して、その頭部２０ｃとスリーブ２０ａの先部２０ｆをフランジ２ａの内側に配置し、次で、そのボルト２０ｂの外側部のねじにナット２０ｄを螺合し、このナット２０ｄを電動シャーレンチで回転して締付ける。これにより、ボルト２０ｂの頭部２０ｃが、スリーブ２０ａにおけるフランジ２ａの内側に突出した先部２０ｆを軸方向に圧縮して図８に示すように径方向に膨出させ、該膨出部２０ｅをフランジ２ａの内面に係合させて、該膨出部２０ｅとナット２０ｄとの間で、取付プレート１２と鉄骨柱２のフランジ２ａを高力摩擦接合により連結する。   For example, the one-side bolt 20 shown in FIG. 13 is used. As shown in FIG. 8, first, the one-side bolt 20 is connected to the small-diameter hole 14a on the mounting plate 12 side and the mounting hole of the steel column 2 as shown in FIG. 8, a sleeve 20a having the same diameter as that of the head 20 is inserted through the small diameter hole 14a and the mounting hole 8 from the outside of the earthquake-resistant wall 10, and the head 20c and the tip of the sleeve 20a are disposed. 20f is arranged inside the flange 2a. Next, a nut 20d is screwed into a screw on the outer side of the bolt 20b, and the nut 20d is rotated and tightened with an electric shear wrench. Thereby, the head portion 20c of the bolt 20b compresses the tip portion 20f protruding inward of the flange 2a in the sleeve 20a in the axial direction to bulge in the radial direction as shown in FIG. By engaging with the inner surface of the flange 2a, the mounting plate 12 and the flange 2a of the steel column 2 are connected to each other between the bulging portion 20e and the nut 20d by high-strength friction bonding.

これにより、耐震壁１０は、その下部での基礎１ａとの結合と、上部での鉄骨柱２との結合により、左右方向に変形することなく強固に配置され、鉄骨柱２の振れを抑制し、耐震機能を発揮する。   Thereby, the seismic wall 10 is firmly arranged without deformation in the left-right direction due to the coupling with the foundation 1a at the lower part and the steel column 2 at the upper part, and the vibration of the steel column 2 is suppressed. Demonstrate earthquake resistance.

次に、２階部分の耐震壁１０Ａとその取付方法について説明する。
先ず、図１０に示すように、２階部分の外壁６Ａに、前記１階部分の外壁６の嵌合穴７と同様の嵌合穴７を形成する。更に、前記嵌合穴７に位置する前記鉄骨柱２のフランジ２ａに、前記と同様の連結穴８を形成する。 Next, the seismic wall 10A on the second floor and its mounting method will be described.
First, as shown in FIG. 10, a fitting hole 7 similar to the fitting hole 7 of the outer wall 6 of the first floor portion is formed in the outer wall 6A of the second floor portion. Further, a connecting hole 8 similar to the above is formed in the flange 2 a of the steel column 2 located in the fitting hole 7.

次に、２階部分の耐震壁１０Ａを用意する。該２階部分の耐震壁１０Ａは、前記１階部分の耐震壁１０と同様の構造のＰＣ板で形成されている。すなわち、その上部における左右方向の中央部の裏側に前記連結突部１１と同様の連結突部１１を有し、該連結突部１１に前記と同様な取付プレート１２と、各連結穴１４，１４ａ，１４ｂを有し、主体部１０ａ内には前記と同様の連結筋１５を有し、該連結筋１５の下部には、前記と同様の継手部１６を有する。その他の構造についても前記１階部分の耐震壁１０と同様である。なお、該２階部分の耐震壁１０Ａの主体部１０ａの上下長は、前記１階部分の耐震壁１０における主体部１０ａの上下長より若干長く形成されている。   Next, the seismic wall 10A for the second floor is prepared. The seismic wall 10A of the second floor portion is formed of a PC plate having a structure similar to that of the seismic wall 10 of the first floor portion. That is, it has the connection protrusion 11 similar to the said connection protrusion 11 in the back side of the center part of the left-right direction in the upper part, The attachment plate 12 similar to the above and each connection hole 14, 14a to this connection protrusion 11 , 14b, and a connecting bar 15 similar to that described above is provided in the main body 10a, and a joint part 16 similar to that described above is provided below the connecting bar 15. The other structure is the same as that of the earthquake resistant wall 10 of the first floor portion. The vertical length of the main portion 10a of the seismic wall 10A on the second floor is slightly longer than the vertical length of the main portion 10a on the earthquake-resistant wall 10 on the first floor.

次に前記２階部分の耐震壁１０Ａの取付方法について説明する。
先ず、２階用の１枚の耐震壁１０Ａをクレーン等で吊り上げて、図１０に示す２階部分の既存の外壁６Ａの外側で、かつ、その耐震壁１０Ａの連結突部１１が外壁６Ａの嵌合穴７と対向するように位置させる。 Next, a method of attaching the earthquake resistant wall 10A on the second floor will be described.
First, one seismic wall 10A for the second floor is lifted by a crane or the like, and the connecting projection 11 of the seismic wall 10A is outside the existing outer wall 6A of the second floor portion shown in FIG. It is located so as to face the fitting hole 7.

次で、前記耐震壁１０Ａの下端に形成した挿入穴１７を、１階部分の耐震壁１０の上端面１０ｃから突出した連結筋１５に位置させて耐震壁１０Ａを下降して、その挿入穴１７に連結筋１５を挿入するとともに、耐震壁１０Ａの下端面１０ｅを、図９に示すように、１階部分の耐震壁１０の上端面１０ｃ上に載置し、次で、耐震壁１０Ａの上部を鉄骨柱２側へ移動して、耐震壁１０Ａの連結突部１１を前記嵌合穴７内に嵌合する。これにより２階部分の耐震壁１０Ａは、図９及び図１０に示すように、２階部分の外壁６Ａの外側に近接して垂直に配置され、かつ、連結突部１１が嵌合穴７内に嵌合した状態に建込まれる。   Next, the insertion hole 17 formed at the lower end of the earthquake-resistant wall 10A is positioned at the connecting bar 15 protruding from the upper end surface 10c of the earthquake-resistant wall 10 on the first floor, the earthquake-resistant wall 10A is lowered, and the insertion hole 17 As shown in FIG. 9, the lower end surface 10e of the earthquake resistant wall 10A is placed on the upper end surface 10c of the earthquake resistant wall 10 on the first floor, and then the upper portion of the earthquake resistant wall 10A is inserted. Is moved to the steel column 2 side, and the connecting projection 11 of the earthquake-resistant wall 10 </ b> A is fitted into the fitting hole 7. As a result, the seismic wall 10A of the second floor portion is vertically arranged close to the outside of the outer wall 6A of the second floor portion, and the connecting projection 11 is in the fitting hole 7 as shown in FIGS. It is built in the state fitted in.

また、前記のように耐震壁１０Ａを耐震壁１０上に載置することにより、耐震壁１０の連結筋９は継手部１６内に挿入される。そして注入孔１０ｇより接合剤を注入し、耐震壁１０Ａ側の連結筋１５と耐震壁１０側の連結筋１５を接合する。   Further, by placing the earthquake resistant wall 10 </ b> A on the earthquake resistant wall 10 as described above, the connecting bar 9 of the earthquake resistant wall 10 is inserted into the joint portion 16. Then, a bonding agent is injected from the injection hole 10g to join the connecting reinforcement 15 on the earthquake resistant wall 10A side and the connecting reinforcement 15 on the earthquake resistant wall 10 side.

また、前記２階部分の耐震壁１０Ａの連結突部１１を、前記１階部分の耐震壁１０の連結突部１１と鉄骨柱２のフランジ２ａとの連結方法と同様に、ワンサイドボルト２０により２階部分の鉄骨柱２のフランジ２ａに連結する。   Further, the connecting protrusion 11 of the earthquake resistant wall 10A of the second floor portion is connected to the connecting protrusion 11 of the earthquake resistant wall 10 of the first floor portion and the flange 2a of the steel column 2 by a one-side bolt 20. It connects with the flange 2a of the steel column 2 of the second floor part.

これにより、２階部分の耐震壁１０Ａは、その下部での１階部分の耐震壁１０との結合と、上部での鉄骨柱２との結合により、左右方向に変形することなく強固に配置され、鉄骨柱２の振れを抑制し、耐震機能を発揮する。   As a result, the seismic wall 10A of the second floor portion is firmly arranged without being deformed in the left-right direction due to the coupling with the seismic wall 10 of the first floor portion at the lower part and the steel column 2 at the upper part. In addition, it suppresses the vibration of the steel column 2 and exhibits an earthquake resistance function.

また、１階部分の外壁６に形成した嵌合穴７と、１階部分の耐震壁１０の連結突部１１は、２階部分の耐震壁１０Ａの下部により隠されて外視されない。   Further, the fitting hole 7 formed in the outer wall 6 of the first floor portion and the connecting projection 11 of the earthquake resistant wall 10 of the first floor portion are hidden by the lower portion of the earthquake resistant wall 10A of the second floor portion and are not externally viewed.

なお、既設の建物が３階以上の場合には、前記工法により、前記の耐震壁１０Ａを順次積み上げるとともに前記のように鉄骨柱２と下階の耐震壁とに連結して、耐震補強する。   If the existing building has three or more floors, the earthquake-resistant walls 10A are sequentially piled up by the construction method and connected to the steel column 2 and the earthquake-resistant walls on the lower floor as described above for earthquake-proof reinforcement.

また、下階の耐震壁１０と上階の耐震壁１０Ａとの相互の連結方法は、前記実施例以外に、例えば、前記連結筋１５をプレストレストコンクリート用の鋼棒とし、これを基礎１ａから所望の上階まで立上げ（複数本をスリーブジョイント等の適宜継手部で連結する）、また、各耐震壁１０，１０Ａを、そのシース内に前記鋼棒を挿通して前記ように建込むとともに、前記のように、各連結突部１１と鉄骨柱２を連結し、その後、最上階の耐震壁１０Ａより突出した前記鋼棒を、緊張器にて上方へ緊張して各耐震壁１０，１０Ａにプレストレスをかけるとともに、前記シース内に無収縮モルタルを注入して、各耐震壁１０，１０Ａを一体化してもよい。   Moreover, the mutual connection method of the earthquake resistant wall 10 of the lower floor and the earthquake resistant wall 10A of the upper floor is not limited to the above embodiment, for example, the connecting bar 15 is a steel rod for prestressed concrete, and this is desired from the foundation 1a. Up to the upper floor (connect multiple pipes with appropriate joints such as sleeve joints), and install each seismic wall 10 and 10A as described above by inserting the steel rod into the sheath. As described above, the connecting protrusions 11 and the steel column 2 are connected, and then the steel rod protruding from the uppermost earthquake-resistant wall 10A is tensioned upward by a tensioner to each of the earthquake-resistant walls 10, 10A. While applying prestress, non-shrinking mortar may be injected into the sheath to integrate the earthquake resistant walls 10 and 10A.

このように、各耐震壁１０，１０Ａをプレストレスにより一体化することにより、耐震壁の曲げ耐力を確保し、一層耐震効果を向上させることができる。   Thus, by integrating each earthquake-resistant wall 10 and 10A by prestress, the bending strength of an earthquake-resistant wall can be ensured and an earthquake-proof effect can be improved further.

前記実施例によれば、既設の建物において、その既存の外壁６の外側にＰＣ板からなる耐震壁を配置することにより、この耐震壁が耐力壁となり、既設建物の外側から耐震補強を施すことができるため、従来のブレースや方杖を増設することにより、既設建物の使い勝手を悪くしたり、室内の意匠に悪影響を及ぼすような不都合がない。更に、既設建物の外側から耐震補強を施すため、内装材の撤去や、その復旧作業が不要となり、既設建物内部での作業を極力少なくすることができ、かつ、住人の一時的な引越しも不要となる。更に、ＰＣ板からなる耐震壁に意匠性をもたせ、既設の建物の意匠性を高めることもできる。   According to the above-described embodiment, in an existing building, by placing a seismic wall made of a PC board on the outside of the existing outer wall 6, this seismic wall becomes a bearing wall, and the seismic reinforcement is applied from the outside of the existing building. Therefore, there is no inconvenience that the installation of existing braces and wands deteriorates the usability of existing buildings and adversely affects indoor designs. In addition, since the seismic reinforcement is applied from the outside of the existing building, it is not necessary to remove the interior material and to restore it, so that the work inside the existing building can be reduced as much as possible, and there is no need for temporary moving of residents. It becomes. Furthermore, the design property of the existing building can be enhanced by providing the seismic wall made of PC board with design property.

１，１ａ 基礎
２ 鉄骨柱
２ａ フランジ
６ 外壁
７ 嵌合穴
８，１４ 連結穴
１０，１０Ａ 耐震壁
１１ 連結突部
２０ 連結具 DESCRIPTION OF SYMBOLS 1,1a Foundation 2 Steel column 2a Flange 6 Outer wall 7 Fitting hole 8,14 Connection hole 10,10A Earthquake resistant wall 11 Connection protrusion 20 Connection tool

Claims (4)

既設の鉄骨柱の外側に外壁が取付けられている既設の建物において、
前記外壁とは別にプレキャストコンクリート製の耐震壁を用意するとともに該耐震壁の上部の裏面側に連結突部を一体に突設し、
前記外壁に、前記耐震壁の連結突部が嵌合する嵌合穴を、前記鉄骨柱が位置する部分において、その外壁の表裏に貫通して形成し、
前記耐震壁を、その連結突部を前記外壁の嵌合穴に嵌合して前記外壁の外側に配置し、
前記耐震壁の連結突部を、その耐震壁の外側から前記鉄骨柱に連結し、該耐震壁の下部を基礎側へ連結することを特徴とする既設建物の耐震補強工法。 In an existing building where the outer wall is attached to the outside of an existing steel column,
A precast concrete seismic wall is prepared separately from the outer wall, and a connecting projection is integrally projected on the back side of the upper part of the seismic wall,
In the outer wall, in the portion where the steel column is located, a fitting hole into which the connecting projection of the earthquake resistant wall is fitted is formed so as to penetrate the front and back of the outer wall,
The seismic wall is arranged on the outside of the outer wall by fitting the connecting protrusion into the fitting hole of the outer wall,
A seismic reinforcement method for an existing building, wherein a connecting projection of the seismic wall is connected to the steel column from the outside of the seismic wall and the lower part of the seismic wall is connected to the foundation side. 前記連結突部と該連結突部が位置する鉄骨柱に、相互に連通する連結穴を形成し、片側から連結操作ができる連結具を前記耐震壁の外側から前記両連結穴に挿入し、その連結具を耐震壁の外側から操作して、前記連結突部と鉄骨柱とを連結することを特徴とする請求項１記載の既設建物の耐震補強工法。   A connecting hole that communicates with each other is formed in the connecting protrusion and the steel column where the connecting protrusion is located, and a connecting tool that can be connected from one side is inserted into both the connecting holes from the outside of the earthquake-resistant wall, 2. The seismic reinforcement method for an existing building according to claim 1, wherein the connecting projection is connected to the steel column by operating a connecting tool from the outside of the earthquake-resistant wall. 前記連結具としてワンサイドボルトを用いることを特徴とする請求項２記載の既設建物の耐震補強工法。   The seismic reinforcement method for an existing building according to claim 2, wherein a one-side bolt is used as the connector. 前記の耐震壁を複数個、前記外壁の外側において積み上げ、これらの耐震壁を、基礎との間においてプレストレスをかけて連結することを特徴とする請求項１乃至３のいずれかに記載の既設建物の耐震補強工法。


The existing earthquake-resistant wall according to any one of claims 1 to 3, wherein a plurality of the earthquake-resistant walls are stacked on the outside of the outer wall, and the earthquake-resistant walls are connected to the foundation by applying prestress. Seismic reinforcement method for buildings.

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