JP2016031000A - Building reinforcement structure - Google Patents

Building reinforcement structure Download PDF

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JP2016031000A
JP2016031000A JP2014155196A JP2014155196A JP2016031000A JP 2016031000 A JP2016031000 A JP 2016031000A JP 2014155196 A JP2014155196 A JP 2014155196A JP 2014155196 A JP2014155196 A JP 2014155196A JP 2016031000 A JP2016031000 A JP 2016031000A
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building
connecting member
column structure
column
bolt
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前田　一峯
Kazumine Maeda
一峯 前田
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SHI ANREI
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SHI ANREI
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Abstract

PROBLEM TO BE SOLVED: To provide a building reinforcement structure capable of holding strength over a long period, and capable of reducing construction labor in reinforcement work of an existing building.SOLUTION: A metallic truss structure comprises a pair of column structures 10 and 10 arranged so as to cover from the outside along two wall surfaces of a corner part of a building and a connection member 30 for connecting the column structures 10 and a structural skeleton of the building, in which the column structures 10 comprise a plurality of longitudinal chord members 11 extending in the longitudinal direction and a plurality of diagonal members 12 extended between these longitudinal chord members 11, and the connection member 30 is respectively fixed above and below the column structures 10, and presents an L-shaped plane along two surfaces of the corner part, and is fixed by a bolt to the structural skeleton.SELECTED DRAWING: Figure 2

Description

本発明は、建物補強構造に関する。   The present invention relates to a building reinforcement structure.

従来、建築物における補強構造としては、木造の柱や梁に構造用合板を固定する構造（例えば特許文献１参照）などがあった。   Conventionally, as a reinforcing structure in a building, there is a structure (for example, see Patent Document 1) in which a structural plywood is fixed to a wooden column or beam.

特開２０１１−２２６１６６号公報JP 2011-226166 A

前記の補強構造では、構造用合板などの補強部材は、木製の柱や梁の表面に固定されているので、柱や梁から外れ易い。さらに、補強部材は、釘やラグスクリューなどの固定治具によって木製の柱や梁の表面に固定されているので、完成から長年経過すると、柱や梁の材木が乾いた状態となり、材木と固定治具との摩擦力が極度に低下する場合がある。このような状態で大地震が発生すると固定部材が材木から外れ易くなり、耐力壁としての強度を喪失してしまう虞があるという問題があった。   In the above-described reinforcing structure, the reinforcing member such as the structural plywood is fixed to the surface of the wooden column or beam, and thus is easily detached from the column or beam. In addition, the reinforcement member is fixed to the surface of the wooden pillar or beam by a fixing jig such as a nail or lag screw. The frictional force with the jig may be extremely reduced. When a large earthquake occurs in such a state, there is a problem that the fixing member is easily detached from the timber and the strength as the bearing wall may be lost.

さらに、前記の補強構造では、既存の建物において補強を行う際に、内装や外装を改装する必要があるため、施工に多くの手間と時間を要する問題もあった。   Furthermore, in the above-described reinforcing structure, there is a problem that a lot of labor and time are required for construction because it is necessary to renovate the interior and exterior when reinforcing in an existing building.

そこで、本発明は、前記の問題を解決するためになされたものであり、長期間に亘って強度を保持できるとともに既存建物の補強工事における施工手間を低減できる建物補強構造を提供することを課題とする。   Then, this invention is made | formed in order to solve the said problem, and it aims at providing the building reinforcement structure which can hold | maintain intensity | strength over a long period of time, and can reduce the construction effort in the reinforcement construction of the existing building And

前記課題を解決するための請求項１に係る発明は、建物の角部の二つの壁面に沿って外側から覆うように配置される一対の柱構造体と、前記柱構造体と前記建物の構造躯体とを連結する連結部材とを備え、前記柱構造体は、縦方向に延在する複数の縦弦材と、これら縦弦材間に架け渡される複数の斜材とを備えてなる金属製のトラス構造体であり、前記連結部材は、前記柱構造体の上下にそれぞれ固定されており、前記角部の二面に沿ったＬ字平面を呈し、前記構造躯体にボルト固定されていることを特徴とする建物補強構造である。   The invention according to claim 1 for solving the above-described problem is a pair of pillar structures disposed so as to cover from the outside along two wall surfaces of the corners of the building, and the pillar structures and the structure of the building. The column structure is made of a metal including a plurality of vertical chord members extending in the vertical direction and a plurality of diagonal members spanned between the vertical chord members. The connecting member is fixed to the top and bottom of the pillar structure, exhibits an L-shaped plane along the two surfaces of the corner, and is bolted to the structural housing. It is a building reinforcement structure characterized by

このような構成によれば、強度が大きい金属製の柱構造体が、建物の構造躯体とボルト固定されているので、完成から長年経過した後に地震が発生したとしても柱構造体が構造躯体から外れ難く、また、柱構造体自体の強度も大きいので、長期間に亘って強度を保持できる。さらに、柱構造体は建物の二つの壁面に沿って設けられているので、複数方向の揺れに対抗できる。柱構造体を、外部に配置し、構造躯体にボルト固定するだけであるので、既存建物の補強工事における施工手間を低減できる。   According to such a configuration, the metal column structure having a high strength is bolted to the structural frame of the building. Therefore, even if an earthquake occurs after many years have passed since completion, the column structure is separated from the structural frame. It is difficult to come off, and the strength of the column structure itself is high, so that the strength can be maintained for a long time. Furthermore, since the column structure is provided along the two wall surfaces of the building, it can resist shaking in a plurality of directions. Since the column structure is only arranged outside and bolted to the structural frame, it is possible to reduce the labor required for the reinforcement work of the existing building.

請求項２に係る発明は、前記連結部材の各辺の長手寸法が、前記柱構造体の幅寸法よりも長く、前記連結部材の各辺の先端部は、前記壁面に沿って前記柱構造体の幅方向端部より延出していることを特徴とする。このような構成によれば、連結部材と構造躯体とを固定する連結ボルトを多く設けることができるので、柱構造体と構造躯体の連結強度を大きくすることができる。   In the invention according to claim 2, the longitudinal dimension of each side of the connecting member is longer than the width dimension of the column structure, and the tip of each side of the connecting member extends along the wall surface. It extends from the edge part of the width direction of this. According to such a structure, since many connection bolts which fix a connection member and a structure housing can be provided, the connection strength of a pillar structure and a structure housing can be enlarged.

請求項３に係る発明は、前記柱構造体の上部に位置する連結部材が、鉄骨材にて構成されて前記建物内の既存の梁に沿って配置されており、前記鉄骨材が固定される前記構造躯体は、前記梁であることを特徴とする。このような構成によれば、ボルト固定の施工作業は、室内の天井板を取り外すだけで行うことができるので、補強工事の施工手間を大幅に低減できる。   According to a third aspect of the present invention, the connecting member located at the upper part of the pillar structure is made of a steel frame and arranged along existing beams in the building, and the steel frame is fixed. The structural frame is the beam. According to such a configuration, since the work for fixing the bolts can be performed simply by removing the ceiling plate in the room, it is possible to greatly reduce the labor for the reinforcement work.

本発明に係る建物補強構造によれば、長期間に亘って壁の強度を保持できるとともに既存建物の補強工事における施工手間を低減できる。   According to the building reinforcement structure according to the present invention, the strength of the wall can be maintained over a long period of time, and the labor and time required for the reinforcement work for the existing building can be reduced.

本発明の実施形態に係る建物補強構造を用いて建物を補強した状態を示した斜視図である。It is the perspective view which showed the state which reinforced the building using the building reinforcement structure which concerns on embodiment of this invention. 本発明の実施形態に係る建物補強構造を示した斜視図である。It is the perspective view which showed the building reinforcement structure which concerns on embodiment of this invention. 本発明の実施形態に係る建物補強構造を示した側面図である。It is the side view which showed the building reinforcement structure which concerns on embodiment of this invention. 建物補強構造と梁との接続状態を示した断面図である。It is sectional drawing which showed the connection state of a building reinforcement structure and a beam. 建物補強構造と基礎との接続状態を示した断面図である。It is sectional drawing which showed the connection state of a building reinforcement structure and a foundation. 斜材とガセットプレートを示した分解斜視図である。It is the disassembled perspective view which showed the diagonal material and the gusset plate. 本発明の他の実施形態に係る建物補強構造を示した断面図である。It is sectional drawing which showed the building reinforcement structure which concerns on other embodiment of this invention. 本発明の他の実施形態に係る建物補強構造の下端部を示した断面図である。It is sectional drawing which showed the lower end part of the building reinforcement structure which concerns on other embodiment of this invention. 変形例に係る柱構造体を用いたときの建物補強構造と基礎との接続状態を示した断面図である。It is sectional drawing which showed the connection state of the building reinforcement structure when using the pillar structure which concerns on a modification, and a foundation.

本発明の実施形態について図面を参照して詳細に説明する。図１に示すように、本実施形態に係る建物補強構造１は、建物２の角部に設けられるものである。本実施形態では、建物２の出隅角部を覆うように設けられた場合を例に挙げて説明する。建物補強構造１は、柱構造体１０と連結部材３０とを備えて構成されている。   Embodiments of the present invention will be described in detail with reference to the drawings. As shown in FIG. 1, a building reinforcement structure 1 according to this embodiment is provided at a corner of a building 2. In the present embodiment, the case where the building 2 is provided so as to cover the projected corner portion will be described as an example. The building reinforcing structure 1 includes a column structure 10 and a connecting member 30.

柱構造体１０は、建物２の角部３の二つの壁面４，４に沿って一対設けられ、外側から壁面４，４の端部を覆うように配置されている。柱構造体１０は、各階ごとに一対ずつ多段に設けられている。図２および図３に示すように、柱構造体１０は、縦方向に延在する一対の縦弦材１１，１１と、これら縦弦材１１，１１間に架け渡される複数の斜材１２，１２・・とを備えてなる金属製のトラス構造体である。   A pair of pillar structures 10 are provided along the two wall surfaces 4 and 4 of the corner 3 of the building 2 and are arranged so as to cover the end portions of the wall surfaces 4 and 4 from the outside. The columnar structures 10 are provided in multiple stages, one pair for each floor. As shown in FIG. 2 and FIG. 3, the column structure 10 includes a pair of vertical chord members 11, 11 extending in the vertical direction, and a plurality of diagonal members 12 spanned between the vertical chord members 11, 11. 12 is a metal truss structure.

図５に示すように、縦弦材１１は、一対のみぞ型鋼の背面同士を接合してなり、断面Ｈ形状を呈している。図３に示すように、縦弦材１１は、それぞれ垂直に配置されており、一対の縦弦材１１，１１は、互いに平行に配置されている。縦弦材１１は、みぞ型鋼の背面が壁面４に沿うように配置されており、一方のフランジ面（みぞ型鋼の側面同士を並べてなる面）１１ａが、隣り合う縦弦材１１に対向している。縦弦材１１の上端および下端には、連結部材３０に連結するためのベースプレート１４，１４がそれぞれ溶接されている。連結部材３０とベースプレート１４は、ボルトＢおよびナットＮによって締め付けられて固定されている。ベースプレート１４は、縦弦材１１の端部を覆うとともに、建物２寄りの部分が縦弦材１１の端部から両外側に延出しており、平面視Ｔ字状を呈している（図４参照）。外側に延出した部分には、それぞれボルトＢが挿通され、ナットＮによって締め付けられている。これは建物２と縦弦材１１との隙間が小さく、建物２寄り部分のみぞ型鋼の内側ではナットを締め付けることができないからである。建物２から離れた部分では、みぞ型鋼の内側でボルトＢがベースプレート１４に挿通され、ナットＮによって締め付けられている。なお、ベースプレート１４の建物２寄りのみぞ型鋼の内側でナットを締付け可能である場合は、ベースプレート１４を外側に広げる必要はなく、建物２から離れた部分と同様にみぞ型鋼の内側でボルトＢ、ナットＮを締め付ける。   As shown in FIG. 5, the vertical chord member 11 is formed by joining the back surfaces of a pair of groove steels and has an H-shaped cross section. As shown in FIG. 3, the vertical chord members 11 are arranged vertically, and the pair of vertical chord members 11, 11 are arranged in parallel to each other. The vertical chord material 11 is arranged so that the back surface of the grooved steel is along the wall surface 4, and one flange surface (a surface formed by arranging the side surfaces of the grooved steel) 11 a faces the adjacent vertical chord material 11. Yes. Base plates 14, 14 for connecting to the connecting member 30 are welded to the upper end and the lower end of the vertical chord member 11, respectively. The connecting member 30 and the base plate 14 are fastened and fixed by bolts B and nuts N. The base plate 14 covers the end portion of the vertical chord material 11, and the portion near the building 2 extends outward from the end portion of the vertical chord material 11, and has a T-shape in plan view (see FIG. 4). ). Bolts B are inserted into the portions extending outward and are tightened by nuts N, respectively. This is because the gap between the building 2 and the string member 11 is small, and the nut cannot be tightened inside the grooved steel near the building 2. In a portion away from the building 2, the bolt B is inserted into the base plate 14 inside the grooved steel and is tightened by the nut N. When the nut can be tightened inside the grooved steel near the building 2 of the base plate 14, it is not necessary to spread the base plate 14 outward, and the bolt B, Tighten the nut N.

互いに対向するフランジ面１１ａには、斜材１２または水平材１３を接合するためのガセットプレート１５が溶接されている。ガセットプレート１５は、複数設けられており、斜材１２または水平材１３の取付位置にそれぞれ設けられている。複数のガセットプレート１５のうち、上端および下端に配置されるガセットプレート１５の一方には、一本の斜材１２と水平材１３が接合され、他方には、１本の水平材１３が接合される。上端と下端のガセットプレート１５，１５以外の中間部に設けられるガセットプレート１５には、二本の斜材１２が接合される。ガセットプレート１５は、縦弦材１１の長手方向に沿うとともに、フランジ面１１ａに対して直交して突出している。ガセットプレート１５は、矩形形状を呈しており、取り付けられる斜材１２および水平材１３を接合可能な高さ寸法（縦長さ）と突出寸法（横長さ）を有している。   Gusset plates 15 for joining the diagonal member 12 or the horizontal member 13 are welded to the flange surfaces 11a facing each other. A plurality of gusset plates 15 are provided, and are respectively provided at the attachment positions of the diagonal member 12 or the horizontal member 13. Among the plurality of gusset plates 15, one diagonal member 12 and horizontal member 13 are joined to one of the gusset plates 15 arranged at the upper end and the lower end, and one horizontal member 13 is joined to the other. The Two diagonal members 12 are joined to a gusset plate 15 provided at an intermediate portion other than the upper and lower gusset plates 15, 15. The gusset plate 15 extends along the longitudinal direction of the vertical chord member 11 and protrudes perpendicularly to the flange surface 11a. The gusset plate 15 has a rectangular shape, and has a height dimension (vertical length) and a protruding dimension (horizontal length) at which the diagonal member 12 and the horizontal member 13 to be attached can be joined.

図２に示すように、斜材１２および水平材１３は、縦弦材１１，１１を連結する連結材を構成している。水平材１３は、縦弦材１１の上端部および下端部にそれぞれ配置されており、水平方向に延在している。斜材１２は、上下の水平材１３，１３間に配置されており、水平材１３，１３と同じ構面に配置されている。斜材１２は、水平材１３に対して４５度の傾斜角を成して配置されている。斜材１２および水平材１３は、ともに鋼製の丸型パイプにて構成されている。なお、斜材１２および水平材１３の材質は丸型パイプに限定されるものではない。   As shown in FIG. 2, the diagonal member 12 and the horizontal member 13 constitute a connecting member that connects the vertical chord members 11 and 11. The horizontal members 13 are disposed at the upper end portion and the lower end portion of the vertical chord member 11, respectively, and extend in the horizontal direction. The diagonal member 12 is disposed between the upper and lower horizontal members 13 and 13 and is disposed on the same surface as the horizontal members 13 and 13. The diagonal member 12 is arranged at an inclination angle of 45 degrees with respect to the horizontal member 13. The diagonal member 12 and the horizontal member 13 are both made of steel round pipes. The materials of the diagonal member 12 and the horizontal member 13 are not limited to round pipes.

図６に示すように、斜材１２および水平材１３の両端部には、スリット１６が形成されている（図６では、斜材１２の端部のみ図示）。スリット１６は、ガセットプレート１５が挿通される部分であって、ガセットプレート１５が挿通可能な幅寸法（ガセットプレート１５の厚さ寸法より若干大きい寸法）を有している。スリット１６は、丸型パイプの端部の外周縁部で、互いに対向する二箇所に形成されている。スリット１６は、斜材１２および水平材１３をガセットプレート１５に取り付けた状態で、外周縁部の上側と下側に位置する。斜材１２および水平材１３は、スリット１６，１６にガセットプレート１５を挿通させて、スリット１６の内周面とガセットプレート１５の表面とが付き合わされた部分を溶接することで、ガセットプレート１５に接合されている。溶接は、スリット１６の内周面の全周に渡って施されている。   As shown in FIG. 6, slits 16 are formed at both ends of the diagonal member 12 and the horizontal member 13 (in FIG. 6, only the end portion of the diagonal member 12 is shown). The slit 16 is a portion through which the gusset plate 15 is inserted, and has a width dimension (a dimension slightly larger than the thickness dimension of the gusset plate 15) through which the gusset plate 15 can be inserted. The slits 16 are formed at two locations facing each other on the outer peripheral edge of the end of the round pipe. The slits 16 are positioned on the upper and lower sides of the outer peripheral edge in a state where the diagonal member 12 and the horizontal member 13 are attached to the gusset plate 15. The oblique member 12 and the horizontal member 13 are inserted into the gusset plate 15 by inserting the gusset plate 15 through the slits 16 and 16 and welding the portion where the inner peripheral surface of the slit 16 and the surface of the gusset plate 15 are attached to each other. It is joined. Welding is performed over the entire circumference of the inner circumferential surface of the slit 16.

図１および図２に示すように、連結部材３０は、柱構造体１０の上端と下端に固定されている。連結部材３０は、柱構造体１０と建物２の構造躯体５とを連結する部材であって、建物２の角部の二面に沿ったＬ字平面を呈している。連結部材３０は、設置される位置によって、材質が異なる。上階に位置する連結部材３０（以下、設置位置を区別する場合は「上部連結部材３０ａ」という）は、鉄骨材にて構成されており、基礎６に接する部分に位置する連結部材３０（以下、設置位置を区別する場合は「基礎部連結部材３０ｂ」という）は、鉄筋コンクリートにて構成されている。   As shown in FIGS. 1 and 2, the connecting member 30 is fixed to the upper end and the lower end of the column structure 10. The connecting member 30 is a member that connects the column structure 10 and the structural housing 5 of the building 2, and has an L-shaped plane along two corners of the building 2. The material of the connecting member 30 differs depending on the position where it is installed. The connecting member 30 located on the upper floor (hereinafter referred to as “upper connecting member 30a” when distinguishing the installation position) is made of a steel frame material, and the connecting member 30 located below in contact with the foundation 6 (hereinafter referred to as “upper connecting member 30a”). In the case of distinguishing the installation position, it is referred to as “foundation part connecting member 30b”) is made of reinforced concrete.

図３および図４に示すように、上部連結部材３０ａは、断面コ字状を呈するみぞ型鋼にて構成されている。上部連結部材３０ａは、その背面部３１が建物２の壁面４に対向しており、背面部３１の上端および下端のフランジ部３２がそれぞれ壁面４に直交して且つ壁面４から離反する方向に突出している。上部連結部材３０ａは、二本のみぞ型鋼を平面視Ｌ字状に組み合わせてなり、その連結部分ではみぞ型鋼同士が溶接されている。上部連結部材３０ａの各みぞ型鋼（各辺）の長手寸法は、柱構造体１０の幅寸法よりも長く、上部連結部材３０ａの各みぞ型鋼の先端部は、壁面４に沿って柱構造体１０の幅方向端部よりも延出している。本実施形態では、各みぞ型鋼の長手寸法は、柱構造体１０の幅寸法の略２倍である。なお、各みぞ型鋼の長手寸法は、建物補強構造１と建物２との必要接合強度に応じて適宜決定される。つまり、補強度合いに応じて、前記必要接合強度が大きい場合はみぞ型鋼の長手寸法が大きくなり、前記必要接合強度が小さい場合はみぞ型鋼の長手寸法が小さくなる。   As shown in FIG. 3 and FIG. 4, the upper connecting member 30a is made of groove steel having a U-shaped cross section. The upper connecting member 30 a has a rear surface portion 31 facing the wall surface 4 of the building 2, and upper and lower flange portions 32 of the rear surface portion 31 project in a direction perpendicular to the wall surface 4 and away from the wall surface 4. ing. The upper connecting member 30a is formed by combining two groove steels in an L shape in plan view, and the groove steels are welded to each other at the connecting portion. The longitudinal dimension of each groove-type steel (each side) of the upper connecting member 30 a is longer than the width dimension of the column structure 10, and the tip of each groove-shaped steel of the upper connecting member 30 a extends along the wall surface 4. It extends beyond the end in the width direction. In the present embodiment, the longitudinal dimension of each groove steel is approximately twice the width dimension of the column structure 10. In addition, the longitudinal dimension of each groove type steel is suitably determined according to the required joint strength between the building reinforcement structure 1 and the building 2. That is, depending on the degree of reinforcement, the longitudinal dimension of the grooved steel increases when the required joint strength is high, and the longitudinal dimension of the grooved steel decreases when the required joint strength is low.

図４に示すように、上部連結部材３０ａは、背面部３１が構造躯体５である梁５ａに通しボルトＢａを介して固定されている。通しボルトＢａは、梁５ａの長手方向に沿って所定間隔で複数設けられている。通しボルトＢａは、梁５ａの内側面から水平に挿通されており、外壁材７を貫通して壁面４の外側に突出している。外側に突出した通しボルトＢａの先端部は、背面部３１に形成されたボルト孔（図示せず）を貫通しており、その先端部にはナットＮが装着されている。このナットＮを回転させて締め付けることで、梁５ａ，外壁材７および背面部３１が、通しボルトＢａの頭部とナットＮで挟持されて、上部連結部材３０ａが梁５ａに固定される。通しボルトＢａは、建物２内の天井裏から設置することができるので、内装を取り外す必要がなく、容易に施工を行える。   As shown in FIG. 4, the upper connecting member 30 a has a back surface 31 fixed to a beam 5 a that is a structural housing 5 through a bolt Bo. A plurality of through bolts Ba are provided at predetermined intervals along the longitudinal direction of the beam 5a. The through bolt Ba is inserted horizontally from the inner side surface of the beam 5 a, passes through the outer wall material 7, and protrudes to the outside of the wall surface 4. The front end portion of the through-bolt Ba protruding outward penetrates a bolt hole (not shown) formed in the back surface portion 31, and a nut N is attached to the front end portion. By rotating and tightening the nut N, the beam 5a, the outer wall material 7 and the back surface portion 31 are sandwiched between the head of the through bolt Ba and the nut N, and the upper connecting member 30a is fixed to the beam 5a. The through-bolt Ba can be installed from the back of the ceiling in the building 2, so that it is not necessary to remove the interior and can be easily constructed.

上部連結部材３０ａのフランジ部３２には、ボルト孔（図示せず）が形成されている。ボルト孔は、柱構造体１０のベースプレート１４の設置位置に形成されており、ベースプレート１４に貫通するボルトＢが挿通する。なお、建物補強構造１の最上部に位置する上部連結部材３０ａでは、下側のフランジ部３２のみに柱構造体１０が固定される。建物補強構造１の中間部に位置する上部連結部材３０ａでは、上側のフランジ部３２に、上方に位置する柱構造体１０が固定され、下側のフランジ部３２に、下方に位置する柱構造体１０が固定される。   Bolt holes (not shown) are formed in the flange portion 32 of the upper connecting member 30a. The bolt hole is formed at the installation position of the base plate 14 of the column structure 10, and the bolt B penetrating the base plate 14 is inserted therethrough. In addition, in the upper connection member 30a located in the uppermost part of the building reinforcement structure 1, the column structure 10 is fixed only to the lower flange portion 32. In the upper connecting member 30 a located in the middle part of the building reinforcing structure 1, the upper pillar structure 10 is fixed to the upper flange part 32, and the lower pillar structure 32 is located in the lower flange part 32. 10 is fixed.

図３および図５に示すように、基礎部連結部材３０ｂは、断面矩形を呈する鉄筋コンクリート製の棒状部材にて構成されている。基礎部連結部材３０ｂは、基礎６の立上り部に沿って一体化して形成されている。基礎部連結部材３０ｂは、平面視Ｌ字状に形成されている。基礎部連結部材３０ｂの各棒状部材（各辺）の長手寸法は、柱構造体１０の幅寸法よりも長く、基礎部連結部材３０ｂの各棒状部材の先端部は、基礎６の立上り部に沿って柱構造体１０の幅方向端部よりも延出している。本実施形態では、各棒状部材の長手寸法は、柱構造体１０の幅寸法の略２倍である。なお、各棒状部材の長手寸法は、建物補強構造１と建物２との必要接合強度に応じて適宜決定される。つまり、補強度合いに応じて、前記必要接合強度が大きい場合は棒状部材の長手寸法が大きくなり、前記必要接合強度が小さい場合は棒状部材の長手寸法が小さくなる。   As shown in FIG. 3 and FIG. 5, the foundation connecting member 30 b is configured by a reinforced concrete rod-shaped member having a rectangular cross section. The base portion connecting member 30 b is formed integrally along the rising portion of the base 6. The base connecting member 30b is formed in an L shape in plan view. The longitudinal dimension of each bar-shaped member (each side) of the base part connecting member 30b is longer than the width dimension of the column structure 10, and the tip part of each bar-shaped member of the base part connecting member 30b is along the rising part of the base 6. The column structure 10 extends beyond the end in the width direction. In the present embodiment, the longitudinal dimension of each rod-like member is approximately twice the width dimension of the column structure 10. In addition, the longitudinal dimension of each rod-shaped member is appropriately determined according to the required joint strength between the building reinforcement structure 1 and the building 2. That is, depending on the degree of reinforcement, when the required joint strength is high, the longitudinal dimension of the rod-shaped member is large, and when the necessary joint strength is small, the longitudinal dimension of the rod-shaped member is small.

図５に示すように、基礎部連結部材３０ｂは、構造躯体５である基礎６の立上り部に接して設けられており、アンカーボルトＢｂを介して連結されている。アンカーボルトＢｂは、基礎６の長手方向に沿って所定間隔で複数設けられている。アンカーボルトＢｂは、立上り部の外側面に後付けされ、立上り部から突出したアンカーボルトＢｂの先端部はコンクリート打設時に基礎部連結部材３０ｂ内に埋設される。これによって、基礎部連結部材３０ｂが基礎６に一体化される。   As shown in FIG. 5, the base part connecting member 30b is provided in contact with the rising part of the base 6 which is the structural housing 5, and is connected via the anchor bolt Bb. A plurality of anchor bolts Bb are provided at predetermined intervals along the longitudinal direction of the foundation 6. The anchor bolt Bb is retrofitted to the outer surface of the rising portion, and the tip end portion of the anchor bolt Bb protruding from the rising portion is embedded in the foundation portion connecting member 30b when placing concrete. As a result, the base portion connecting member 30 b is integrated with the base 6.

基礎部連結部材３０ｂの上面には、柱構造体１０の下端のベースプレート１４が固定される。ベースプレート１４は、上方のベースプレート１４と同様に、縦弦材１１の端部を覆うとともに、建物２寄りの部分が縦弦材１１の端部から両外側に延出しており、平面視Ｔ字状を呈している（図４参照）。ベースプレート１４は、基礎部連結部材３０ｂ上に設けられた高さ調整モルタル８上に設置されている。ベースプレート１４は、基礎部連結部材３０ｂの上面から上方に延出するアンカーボルトＢｃを介して固定される。高さ調整モルタル８はアンカーボルトＢｃを囲うように設けられている。アンカーボルトＢｃの上端部は、ベースプレート１４のボルト孔を貫通しており、その上部にナットＮを締め付けることで、ベースプレート１４が基礎６に固定されている。建物２寄り部分では、外側に延出した部分には、それぞれアンカーボルトＢｃが挿通され、ナットＮによって締め付けられている。建物２から離れた部分では、みぞ型鋼の内側でアンカーボルトＢｃがベースプレート１４に挿通され、ナットＮ（ダブルナット）によって締め付けられている。   The base plate 14 at the lower end of the pillar structure 10 is fixed to the upper surface of the base connecting member 30b. Similarly to the upper base plate 14, the base plate 14 covers the end portion of the string material 11, and the portion near the building 2 extends outward from the end portion of the string material 11, and is T-shaped in plan view. (See FIG. 4). The base plate 14 is installed on the height adjusting mortar 8 provided on the base portion connecting member 30b. The base plate 14 is fixed via anchor bolts Bc extending upward from the upper surface of the base portion connecting member 30b. The height adjusting mortar 8 is provided so as to surround the anchor bolt Bc. The upper end portion of the anchor bolt Bc passes through the bolt hole of the base plate 14, and the base plate 14 is fixed to the foundation 6 by tightening a nut N on the upper portion thereof. In the portion closer to the building 2, anchor bolts Bc are inserted through the portions extending outward and are tightened by nuts N. In a portion away from the building 2, the anchor bolt Bc is inserted into the base plate 14 inside the grooved steel and is tightened by a nut N (double nut).

以上のような構成の建物補強構造１によれば、強度が大きい金属製の柱構造体１０が、建物２の梁５ａ（構造躯体５）とボルト・ナットで固定されているので、完成から長年経過した後に地震が発生したとしても柱構造体１０が構造躯体５から外れ難く、柱構造体１０自体の強度も大きいので、長期間に亘って耐力壁としての強度を保持できる。また、柱構造体１０はトラス構造であるので、小さい幅寸法で必要強度が確保できる。これによって、角部の近くに窓が設けられている場合でも、窓に干渉することなく柱構造体１０を設けることができる。さらに、柱構造体１０は建物２の二つの壁面４，４に沿って平面視Ｌ字状に設けられているので、複数方向の揺れに対抗できる。   According to the building reinforcement structure 1 configured as described above, the metal column structure 10 having a high strength is fixed to the beam 5a (structure frame 5) of the building 2 with bolts and nuts. Even if an earthquake occurs after the passage, the column structure 10 is not easily detached from the structural housing 5, and the strength of the column structure 10 itself is high, so that the strength as a bearing wall can be maintained for a long period of time. Moreover, since the column structure 10 is a truss structure, the required strength can be ensured with a small width dimension. Thereby, even when the window is provided near the corner, the column structure 10 can be provided without interfering with the window. Furthermore, since the column structure 10 is provided in an L shape in plan view along the two wall surfaces 4 and 4 of the building 2, it can resist the shaking in a plurality of directions.

また、柱構造体１０を、建物２の外部に配置し、構造躯体５にボルト・ナットで固定するだけで容易に建物補強構造１を固定できる。さらに、通しボルトＢａは、梁５ａの内側の天井裏から固定できるので、内装を取り外す必要がない。したがって、既存建物の補強工事における施工手間を大幅に低減できる。   Moreover, the building reinforcement structure 1 can be easily fixed only by arranging the column structure 10 outside the building 2 and fixing it to the structural housing 5 with bolts and nuts. Furthermore, since the through bolt Ba can be fixed from the back of the ceiling inside the beam 5a, it is not necessary to remove the interior. Therefore, it is possible to greatly reduce the labor required for the reinforcement work of the existing building.

さらに、上部連結部材３０ａの各辺（みぞ型鋼）の長手寸法が、柱構造体１０の幅寸法よりも長く、各辺の先端部は、壁面４に沿って柱構造体１０の幅方向端部より延出しているので、上部連結部材３０ａと梁５ａとを固定する通しボルトＢａを多く設けることができる。これによって、上部連結部材３０ａと構造躯体５（梁５ａ）の連結強度を大きくすることができる。   Furthermore, the longitudinal dimension of each side (groove-shaped steel) of the upper connecting member 30 a is longer than the width dimension of the column structure 10, and the tip portion of each side extends along the wall surface 4 in the width direction end of the column structure 10. Since it extends more, many through bolts Ba for fixing the upper connecting member 30a and the beam 5a can be provided. As a result, the connection strength between the upper connecting member 30a and the structural housing 5 (beam 5a) can be increased.

一方、基礎部連結部材３０ｂの各辺（棒状部材）の長手寸法が、柱構造体１０の幅寸法よりも長く、各辺の先端部は、基礎６に沿って柱構造体の幅方向端部より延出しているので、基礎部連結部材３０ｂと基礎６とを固定するアンカーボルトＢｂを多く設けることができるので、基礎部連結部材３０ｂと構造躯体５（基礎６）の連結強度を大きくすることができる。   On the other hand, the longitudinal dimension of each side (bar-shaped member) of the base portion connecting member 30 b is longer than the width dimension of the column structure 10, and the front end portion of each side extends along the foundation 6 in the width direction end of the column structure. Since it extends more, since many anchor bolts Bb which fix the base part connection member 30b and the foundation 6 can be provided, the connection strength of the base part connection member 30b and the structural housing 5 (base 6) should be increased. Can do.

以上説明したように、本発明の実施形態に係る建物補強構造１によれば、長期間に亘って壁の強度を保持できるとともに既存建物の補強工事における施工手間を低減することができる。   As described above, according to the building reinforcement structure 1 according to the embodiment of the present invention, the strength of the wall can be maintained over a long period of time, and the construction labor in the reinforcement work of the existing building can be reduced.

次に、他の実施形態に係る建物補強構造１ａについて説明する。前記実施形態の建物補強構造１では、互いに直交する方向に配置された柱構造体１０，１０はそれぞれ一対の縦弦材１１，１１を備えているのに対して、本実施形態に係る建物補強構造１ａは、図７に示すように、柱構造体１０，１０の連結部分に位置する縦弦材１１が共用されている。   Next, a building reinforcement structure 1a according to another embodiment will be described. In the building reinforcement structure 1 of the embodiment, the column structures 10 and 10 arranged in directions orthogonal to each other include a pair of vertical chord members 11 and 11, respectively, whereas the building reinforcement according to the embodiment is used. As shown in FIG. 7, the structure 1 a shares the string material 11 positioned at the connecting portion of the column structures 10, 10.

共用される縦弦材１１（以下、端部の縦弦材１１と区別する場合は「共用縦弦材１１ｂ」という場合がある）は、角パイプにて構成されており、連結部材３０の角部に設けられている。共用縦弦材１１ｂの直交する２つの側面それぞれにガセットプレート１５が取り付けられている。   The shared string material 11 (hereinafter, sometimes referred to as “shared string material 11 b” when distinguished from the end string material 11) is configured by a square pipe, and the corner of the connecting member 30. Provided in the department. Gusset plates 15 are attached to two orthogonal side surfaces of the common string material 11b.

共用縦弦材１１ｂの角パイプの上端および下端には、図８に示すように、断面十字状の脚部ブラケット１７がそれぞれ溶接されており、さらに脚部ブラケット１７の端部にはベースプレート１４が溶接されている。脚部ブラケット１７は、ベースプレート１４を締め付けるボルトナットの設置スペースを確保するためのものである。脚部ブラケット１７は、縦方向に延在しており、互いに直交する一対のプレートで４つに分割された空間にボルトＢおよびナットＮがそれぞれ設けられる。脚部ブラケット１７の高さは、角パイプとベースプレート１４との間に、ボルトＢを挿入してナットＮを締め付けることができるスペースを確保できるように設定されている。   As shown in FIG. 8, a leg bracket 17 having a cross-section in cross section is welded to each of the upper and lower ends of the square pipe of the common string member 11 b, and a base plate 14 is attached to the end of the leg bracket 17. Welded. The leg bracket 17 is for securing an installation space for a bolt and nut for fastening the base plate 14. The leg bracket 17 extends in the vertical direction, and a bolt B and a nut N are provided in a space divided into four by a pair of plates orthogonal to each other. The height of the leg bracket 17 is set so as to ensure a space in which the bolt N can be inserted and the nut N can be tightened between the square pipe and the base plate 14.

角部とは逆側の端部の縦弦材１１は、前記実施形態と同様に、一対のみぞ型鋼の背面同士を接合してなるが、角パイプにて構成してもよい。縦弦材１１を一対のみぞ型鋼で構成した場合は、ベースプレート１４は、みぞ型鋼の上端部および下端部に直接溶接される。縦弦材１１を角パイプで構成した場合は、脚部ブラケットを介してベースプレートが溶接される。   The vertical chord member 11 at the end opposite to the corner portion is formed by joining the back surfaces of a pair of groove steels as in the above embodiment, but may be constituted by a square pipe. When the vertical chord 11 is made of a pair of groove steel, the base plate 14 is directly welded to the upper end and the lower end of the groove steel. When the vertical chord member 11 is formed of a square pipe, the base plate is welded via the leg bracket.

その他の構成は、前記実施形態と同等の構成であるので、同じ符号を付して説明を省略する。   Other configurations are the same as those of the above-described embodiment, and thus the same reference numerals are given and description thereof is omitted.

このような構成によれば、前記実施形態と同等の作用効果を得られる他に、以下のような作用効果を得られる。柱構造体１０，１０を平面視Ｌ字状に一体形成したことによって、建物補強構造１ａの剛性を高めることができ、補強効率をより一層向上させることができる。   According to such a configuration, the following operational effects can be obtained in addition to the operational effects equivalent to those of the above-described embodiment. By integrally forming the column structures 10 and 10 in an L shape in plan view, the rigidity of the building reinforcement structure 1a can be increased, and the reinforcement efficiency can be further improved.

以上、本発明を実施するための形態について説明したが、本発明は前記実施の形態に限定されず、本発明の趣旨を逸脱しない範囲で適宜設計変更が可能である。例えば、前記実施形態では、縦弦材１１を一対のみぞ型鋼の背面同士を接合して構成しているが、これに限定されるものではなく、必要な剛性を有していれば、例えばＨ形鋼や鋼管などの他の形状の形鋼にて構成してもよい。このような縦弦材によれば、みぞ型鋼を接合する手間が省略される。   As mentioned above, although the form for implementing this invention was demonstrated, this invention is not limited to the said embodiment, In the range which does not deviate from the meaning of this invention, a design change is possible suitably. For example, in the said embodiment, although the vertical string material 11 is comprised by joining the back surfaces of a pair of groove type steel, it is not limited to this, If it has required rigidity, it will be H, for example You may comprise in the shape steel of other shapes, such as a shape steel and a steel pipe. According to such a string material, the trouble of joining the grooved steel is omitted.

また、前記実施形態では、建物補強構造１は、建物２の出隅角部に設けられているが、入隅角部に設けてもよい。この場合、連結部材３０の背面部３１の位置がＬ字の内外逆にすればよい。また、角部の角度は、９０度に限定されるものではなく、鈍角または鋭角であっても本発明は適用可能である。   Moreover, in the said embodiment, although the building reinforcement structure 1 is provided in the exit corner part of the building 2, you may provide it in an entrance corner part. In this case, the position of the back surface portion 31 of the connecting member 30 may be reversed inside and outside the L shape. Further, the angle of the corner is not limited to 90 degrees, and the present invention can be applied even if it is an obtuse angle or an acute angle.

前記実施形態では、縦弦材１１は、断面コ字状のみぞ型鋼の背面同士を接合して構成されているがこれに限定されるものではない。図９に示すように、リップみぞ型鋼の背面同士を接合して縦弦材１１’を形成してもよい。このようにリップみぞ型鋼を用いれば、軽量で断面剛性の強い縦弦材１１’を提供できる。その他にも、Ｈ型鋼をそのまま用いて縦弦材を構成してもよい。   In the said embodiment, although the vertical chord material 11 is comprised by joining the back surfaces of groove-shaped steel with a U-shaped cross section, it is not limited to this. As shown in FIG. 9, the back chords 11 ′ may be formed by joining the back surfaces of the lip groove steel. If the lip groove steel is used in this way, it is possible to provide a string material 11 'that is lightweight and has a high cross-sectional rigidity. In addition, the string material may be configured using H-shaped steel as it is.

１ 建物補強構造
１ａ 建物補強構造
２ 建物
３ 角部
４ 壁面
５ 構造躯体
５ａ 梁
６ 基礎
１０ 柱構造体
１１ 縦弦材
１２ 斜材
１３ 水平材
１４ ベースプレート
１５ ガセットプレート
１６ スリット
３０ 連結部材
３０ａ 上部連結部材
３０ｂ 基礎部連結部材
Ｂ ボルト
Ｂａ ボルト
Ｂｂ アンカーボルト
Ｂｃ アンカーボルト
Ｎ ナット DESCRIPTION OF SYMBOLS 1 Building reinforcement structure 1a Building reinforcement structure 2 Building 3 Corner | angular part 4 Wall surface 5 Structure frame 5a Beam 6 Foundation 10 Column structure 11 String material 12 Diagonal material 13 Horizontal material 14 Base plate 15 Gusset plate 16 Slit 30 Connection member 30a Upper connection member 30b Foundation connecting member B bolt Ba bolt Bb anchor bolt Bc anchor bolt N nut

Claims (3)

建物の角部の二つの壁面に沿って外側から覆うように配置される一対の柱構造体と、前記柱構造体と前記建物の構造躯体とを連結する連結部材とを備え、
前記柱構造体は、縦方向に延在する複数の縦弦材と、これら縦弦材間に架け渡される複数の斜材とを備えてなる金属製のトラス構造体であり、
前記連結部材は、前記柱構造体の上下にそれぞれ固定されており、前記角部の二面に沿ったＬ字平面を呈し、前記構造躯体にボルト固定されている
ことを特徴とする建物補強構造。 A pair of columnar structures disposed so as to cover from the outside along the two wall surfaces of the corners of the building, and a connecting member that connects the columnar structure and the structural frame of the building,
The column structure is a metal truss structure comprising a plurality of vertical chord members extending in the vertical direction and a plurality of diagonal members spanned between the vertical chord members,
The connecting member is fixed to the top and bottom of the pillar structure, respectively, has an L-shaped plane along the two surfaces of the corner, and is bolted to the structural frame. . 前記連結部材の各辺の長手寸法は、前記柱構造体の幅寸法よりも長く、
前記連結部材の各辺の先端部は、前記壁面に沿って前記柱構造体の幅方向端部より延出している。
ことを特徴とする請求項１に記載の建物補強構造。 The longitudinal dimension of each side of the connecting member is longer than the width dimension of the column structure,
The front end of each side of the connecting member extends from the end in the width direction of the column structure along the wall surface.
The building reinforcing structure according to claim 1. 前記柱構造体の上部に位置する連結部材は、鉄骨材にて構成されて前記建物内の既存の梁に沿って配置されており、
前記鉄骨材が固定される前記構造躯体は、前記梁である
ことを特徴とする請求項１または請求項２に記載の建物補強構造。 The connecting member located in the upper part of the pillar structure is composed of a steel frame and arranged along existing beams in the building,
The building reinforcing structure according to claim 1 or 2, wherein the structural frame to which the steel frame is fixed is the beam.
JP2014155196A 2014-07-30 2014-07-30 Building reinforcement structure Pending JP2016031000A (en)

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