JP6019710B2 - Seismic reinforcement structure and method for existing buildings - Google Patents

Seismic reinforcement structure and method for existing buildings Download PDF

Info

Publication number
JP6019710B2
JP6019710B2 JP2012100097A JP2012100097A JP6019710B2 JP 6019710 B2 JP6019710 B2 JP 6019710B2 JP 2012100097 A JP2012100097 A JP 2012100097A JP 2012100097 A JP2012100097 A JP 2012100097A JP 6019710 B2 JP6019710 B2 JP 6019710B2
Authority
JP
Japan
Prior art keywords
seismic
existing building
frame
steel
floor
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
JP2012100097A
Other languages
Japanese (ja)
Other versions
JP2013227775A (en
Inventor
憲 三浦
憲 三浦
英雄 奥田
英雄 奥田
田中 達彦
達彦 田中
武知 西影
武知 西影
正尚 宮脇
正尚 宮脇
明弘 岡田
明弘 岡田
初吉 長屋
初吉 長屋
謙治 土屋
謙治 土屋
君彦 本木
君彦 本木
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Obayashi Corp
Original Assignee
Obayashi Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Obayashi Corp filed Critical Obayashi Corp
Priority to JP2012100097A priority Critical patent/JP6019710B2/en
Publication of JP2013227775A publication Critical patent/JP2013227775A/en
Application granted granted Critical
Publication of JP6019710B2 publication Critical patent/JP6019710B2/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Description

本発明は、既存建物の耐震補強構造及び方法に関する。   The present invention relates to a seismic reinforcement structure and method for an existing building.

既存建物の耐震補強工法として、既存建物の外側に耐震架構を設置して既存建物に連結する外付耐震補強工法が知られている(例えば、特許文献1〜4参照)。特許文献1〜3に記載の外付耐震補強工法では、耐震架構のブレースが既存建物の外壁に直接又は柱や梁を介して連結されている。また、特許文献4に記載の外付耐震補強工法では、格子状の耐震架構、即ち、柱梁からなる耐震架構が補強床で既存建物の外壁に連結されている。   As an earthquake-proof reinforcement method for existing buildings, an external earthquake-proof reinforcement method in which an earthquake-resistant frame is installed outside the existing building and connected to the existing building is known (for example, see Patent Documents 1 to 4). In the external seismic reinforcement method described in Patent Documents 1 to 3, the braces of the seismic frame are connected to the outer wall of the existing building directly or via columns or beams. Further, in the external seismic reinforcement method described in Patent Document 4, a lattice-like seismic frame, that is, a seismic frame composed of column beams is connected to an outer wall of an existing building by a reinforcing floor.

特開平9−203220号公報JP-A-9-203220 特開平10−18639号公報JP-A-10-18639 特開2011−42967号公報JP 2011-42967 A 特開2002−242449号公報JP 2002-242449 A

特許文献1〜3に記載の外付耐震補強工法では、耐震架構をバルコニーや外部廊下のある外壁に面して設置すると、ブレースが窓の前に位置するため、建物内部からの視界が遮られたり、外観的にも意匠性が低かったりするという問題がある。また、特許文献4に記載の外付耐震補強工法では、ブレースによる補強がないため、耐震架構の変形を抑えて十分な耐震補強の効果を得るためには、柱や梁の断面を大きくしなければならないという問題がある。   In the external seismic reinforcement method described in Patent Documents 1 to 3, when the seismic frame is installed facing the outer wall with a balcony or external corridor, the brace is located in front of the window, so the view from inside the building is blocked. There is also a problem that the design is poor in appearance. In addition, in the external seismic reinforcement method described in Patent Document 4, there is no reinforcement by braces. Therefore, in order to suppress the deformation of the seismic frame and obtain a sufficient seismic reinforcement effect, the cross section of the columns and beams must be enlarged. There is a problem that must be.

本発明は、上記事情に鑑みてなされたものであり、耐震架構により建物内部からの視界が遮られることを防止すると共に、意匠性の低下を抑制し、且つ、十分な耐震補強の効果を得ることを可能にするものである。   The present invention has been made in view of the above circumstances, and prevents the view from the inside of the building from being obstructed by the earthquake-resistant frame, suppresses the deterioration of designability, and obtains the effect of sufficient seismic reinforcement. It makes it possible.

上記課題を解決するために、本発明に係る既存建物の耐震補強構造は、複数階建ての既存建物の外側に、複数の鉄骨柱と該鉄骨柱間に架設された部材とを備える耐震架構が設置されて、該耐震架構が前記既存建物に連結されることにより、前記既存建物に耐震補強が施された既存建物の耐震補強構造であって、前記耐震架構は、各階の高さ方向の一部が、前記鉄骨柱間に架設された部材としての面状の補強材又は筋かいにより補強された補強部であり、各階の高さ方向の前記補強部を除く残部が、開口であることを特徴とする。   In order to solve the above-described problems, an earthquake-proof reinforcement structure for an existing building according to the present invention is provided with an earthquake-resistant frame including a plurality of steel columns and members laid between the steel columns outside the existing multi-story building. It is installed and the seismic frame is connected to the existing building, so that the existing building is seismically strengthened, and the seismic frame has a height direction of each floor. The part is a reinforcing part reinforced by a planar reinforcing material or a brace as a member laid between the steel columns, and the remaining part excluding the reinforcing part in the height direction of each floor is an opening. Features.

上記課題を解決するために、本発明に係る既存建物の耐震補強構造は、複数階建ての既存建物の外側に、前記既存建物の戸境または柱に対応してそれぞれ配された複数の鉄骨柱と該鉄骨柱間に架設された部材とを備える耐震架構が設置されて、該耐震架構が前記既存建物に連結されることにより、前記既存建物に耐震補強が施された既存建物の耐震補強構造であって、前記耐震架構は、各階の高さ方向の一部が、鉛直面内に配された、前記鉄骨柱間に架設された部材としての面状の補強材又は筋かいにより補強された補強部であり、前記耐震架構に水平力が作用した際に、前記鉄骨柱のせん断変形は各階における前記補強部よりも上側の範囲に集中するように構成され、前記鉄骨梁各階の高さ方向の前記補強部を除く残部が、開口であることを特徴とする。 In order to solve the above-mentioned problem, the seismic reinforcement structure for an existing building according to the present invention includes a plurality of steel columns arranged on the outside of a multi-storey existing building corresponding to the boundary or column of the existing building, respectively. And a member installed between the steel columns is installed, and the seismic frame is connected to the existing building, whereby the existing building is subjected to seismic reinforcement. The seismic frame has a structure in which a part of each floor in the height direction is reinforced by a planar reinforcing member or a brace as a member installed between the steel columns arranged in a vertical plane. When a horizontal force is applied to the seismic frame, the shear deformation of the steel column is concentrated in a range above the reinforcement on each floor, and the height of each floor of the steel beam The remaining part of the direction excluding the reinforcing part is an opening. The features.

前記既存建物の耐震補強構造において、前記補強部を前記バルコニー又は前記外廊下及び前記既存建物に、前記既存建物のスラブや梁に荷重を伝達できるように連結する連結部を備えてもよい。   The seismic reinforcement structure of the existing building may include a connecting portion that connects the reinforcing portion to the balcony or the outer corridor and the existing building so that a load can be transmitted to a slab or a beam of the existing building.

また、本発明に係る既存建物の耐震補強方法は、複数階建ての既存建物の外側に、前記既存建物の戸境または柱に対応してそれぞれ配された複数の鉄骨柱と該鉄骨柱間に架設された部材とを備える耐震架構を設置して、該耐震架構を前記既存建物に連結することにより、前記既存建物に耐震補強を施す既存建物の耐震補強方法であって、前記耐震架構の各階の高さ方向の一部を、鉛直面内に配された、前記鉄骨柱間の部材としての面状の補強材又は筋かいにより補強して、前記耐震架構に水平力が作用した際に、前記鉄骨柱のせん断変形は各階における前記補強部よりも上側の範囲に集中するようにし、前記耐震架構の各階の高さ方向の前記一部を除く残部を、開口とすることを特徴とする。 Further, the seismic reinforcement method for an existing building according to the present invention includes a plurality of steel columns arranged on the outside of a multi-storey existing building corresponding to the boundary or column of the existing building, and between the steel columns. A seismic reinforcement method for an existing building, in which a seismic retrofitting is provided to the existing building by installing the seismic frame comprising the installed members and connecting the seismic frame to the existing building, each floor of the seismic frame When a horizontal force is applied to the seismic frame , a part of the height direction is reinforced with a planar reinforcing material or brace as a member between the steel columns arranged in the vertical plane . The shear deformation of the steel column is concentrated in a range above the reinforcing part in each floor, and the remaining part excluding the part in the height direction of each floor of the earthquake-resistant frame is an opening.

本発明によれば、耐震架構により建物内部からの視界が遮られることを防止すると共に、意匠性の低下を抑制し、且つ、十分な耐震補強の効果を得ることが可能になる。   According to the present invention, it is possible to prevent the view from the inside of the building from being obstructed by the seismic frame, to suppress the deterioration of the design property, and to obtain a sufficient seismic reinforcement effect.

一実施形態に係る既存建物の耐震架構を示す立面図である。It is an elevation view which shows the seismic frame of the existing building which concerns on one Embodiment. (A)は、一実施形態に係る耐震架構の一部を拡大して示す立面図であり、(B)は、(A)のB−B断面図である。(A) is an elevation view showing a part of the seismic frame according to one embodiment in an enlarged manner, and (B) is a cross-sectional view taken along the line BB in (A). 比較例に係る柱梁のみからなる耐震架構の地震時の変形を模式的に示す図である。It is a figure which shows typically the deformation | transformation at the time of the earthquake of the earthquake-resistant frame which consists only of the column beam which concerns on a comparative example. 本実施形態に係る耐震架構の地震時の変形を模式的に示す図である。It is a figure which shows typically the deformation | transformation at the time of the earthquake of the earthquake-resistant frame which concerns on this embodiment. 他の実施形態に係る耐震架構を示す立断面図である。It is an elevational sectional view showing a seismic frame according to another embodiment. 他の実施形態に係る耐震架構を示す立断面図である。It is an elevational sectional view showing a seismic frame according to another embodiment. (A)は、他の実施形態に係る耐震架構の一部を拡大して示す立面図であり、(B)は、(A)のB−B断面図である。(A) is an elevation view showing a part of an earthquake-resistant frame according to another embodiment in an enlarged manner, and (B) is a cross-sectional view taken along the line BB in (A). 他の実施形態に係る耐震架構を示す立面図である。It is an elevational view showing a seismic frame according to another embodiment.

以下、本発明の一実施形態を、図面を参照しながら説明する。図1は、一実施形態に係る既存建物1の耐震架構10を示す立面図である。この図に示すように、耐震架構10による耐震補強の対象の既存建物1は、各階の外壁にバルコニー2が設けられた集合住宅であり、耐震架構10は、バルコニー2が設けられた外壁に面して設置され、該外壁にスラブの高さにおいて連結されている。   Hereinafter, an embodiment of the present invention will be described with reference to the drawings. FIG. 1 is an elevation view showing a seismic frame 10 of an existing building 1 according to an embodiment. As shown in this figure, the existing building 1 that is subject to seismic reinforcement by the seismic frame 10 is an apartment house in which a balcony 2 is provided on the outer wall of each floor, and the seismic frame 10 faces the outer wall on which the balcony 2 is provided. And is connected to the outer wall at the height of the slab.

耐震架構10は、住戸の戸境に面して2本ずつ配された複数の鉄骨柱12と、住戸を挟んだ両側の鉄骨柱12間に各階上下一対で配された鉄骨梁14、16と、上下の鉄骨梁14、16とこれらの両側の鉄骨柱12とにより囲まれた領域に配されたFRP製のパネル18とを備えている。鉄骨柱12及び鉄骨梁14、16はH鋼である。なお、鉄骨柱12を各住戸の戸境に面して2本ずつ配することは必須ではなく、1本ずつ配してその1本の鉄骨柱12にその左右の鉄骨梁14、16及びパネル18を結合してもよい(図8参照)。また、鉄骨柱12及び鉄骨梁14、16は、角形鋼管、円形鋼管、山形鋼、溝形鋼などでもよい。   The seismic frame 10 includes a plurality of steel columns 12 arranged two by two facing the boundary of a dwelling unit, and steel beams 14 and 16 arranged in pairs on the upper and lower sides of each floor between the steel column 12 on both sides of the dwelling unit. And FRP panels 18 disposed in a region surrounded by the upper and lower steel beams 14 and 16 and the steel columns 12 on both sides thereof. The steel column 12 and the steel beams 14 and 16 are H steel. It is not essential to arrange two steel columns 12 facing the boundary of each dwelling unit. One steel column 12 is arranged one by one and the left and right steel beams 14 and 16 and the panel are arranged on the one steel column 12. 18 may be combined (see FIG. 8). Further, the steel column 12 and the steel beams 14 and 16 may be a square steel pipe, a circular steel pipe, an angle steel, a groove steel, or the like.

上側の鉄骨梁14は、バルコニー2の手摺3の上縁に沿って配され、下側の鉄骨梁16は、バルコニー2の手摺3の下縁に沿って配されており、パネル18は、手摺3に面して配されている。即ち、上下の鉄骨梁14、16及びパネル18からなる補強部11は、各住戸の手摺3に面して配されており、バルコニー開口4とは重ならないように配されている。   The upper steel beam 14 is disposed along the upper edge of the handrail 3 of the balcony 2, the lower steel beam 16 is disposed along the lower edge of the handrail 3 of the balcony 2, and the panel 18 is formed of the handrail. 3 is facing. That is, the reinforcing portions 11 including the upper and lower steel beams 14 and 16 and the panel 18 are arranged so as to face the handrail 3 of each dwelling unit, and are arranged so as not to overlap the balcony opening 4.

パネル18は、バルコニー2の手摺3を装飾する意匠性を有するデザインパネルであり、鉄骨柱12及び鉄骨梁14、16に比して高い剪断や曲げに対する剛性を有し、耐震架構10を補強する補強パネルである。   The panel 18 is a design panel having a design property for decorating the handrail 3 of the balcony 2. The panel 18 has higher shearing and bending rigidity than the steel column 12 and the steel beams 14 and 16, and reinforces the earthquake resistant frame 10. It is a reinforcing panel.

図2(A)は、耐震架構10の一部を拡大して示す立面図であり、図2(B)は、図2(A)のB−B断面図である。図2(B)に示すように、耐震架構10は、耐震架構10を既存建物1に連結する連結部20を備えている。連結部20は、下側の鉄骨梁16に結合され、バルコニー2の下面及び既存建物1の外壁にアンカー21により固定されたブレースやPC板や複数の鉄骨梁等である。なお、連結部20は、バルコニー2の下面と既存建物1の外壁との少なくとも一方に固定されていればよい。連結部20の幅方向一端側は、下側の鉄骨梁16の両端部又は両端部及び中間部に結合され、接続部20の幅方向他端側は、既存建物1のスラブや梁の高さの位置に結合されており、既存建物1に入力された荷重を既存建物1のスラブや梁を通じて耐震架構10に伝達する。なお、耐震架構10は、地上から浮いた状態で既存建物1に支持されているが、基礎を設けて基礎に支持されるようにしてもよい。   2A is an enlarged elevation view showing a part of the earthquake-resistant frame 10, and FIG. 2B is a cross-sectional view taken along line BB in FIG. 2A. As shown in FIG. 2B, the earthquake resistant frame 10 includes a connecting portion 20 that connects the earthquake resistant frame 10 to the existing building 1. The connecting portion 20 is a brace, a PC plate, a plurality of steel beams, or the like that is coupled to the lower steel beam 16 and is fixed to the lower surface of the balcony 2 and the outer wall of the existing building 1 by anchors 21. The connecting portion 20 only needs to be fixed to at least one of the lower surface of the balcony 2 and the outer wall of the existing building 1. One end in the width direction of the connecting portion 20 is coupled to both ends or both ends and an intermediate portion of the lower steel beam 16, and the other end in the width direction of the connecting portion 20 is the height of the slab or beam of the existing building 1. The load input to the existing building 1 is transmitted to the seismic frame 10 through the slabs and beams of the existing building 1. In addition, although the earthquake-resistant frame 10 is supported by the existing building 1 in a state of floating from the ground, a foundation may be provided to be supported by the foundation.

図3は、比較例に係る柱梁のみからなる耐震架構の地震時の変形を模式的に示す図であり、図4は、本実施形態に係る耐震架構10の地震時の変形を模式的に示す図である。図3に示すように、パネル18を備えずに柱と梁とのみからなる耐震架構では、地震時の水平力Pを受けると、各階の柱の全体にせん断変形が生じる。ここで、水平力Pと柱の最大たわみ量δとの関係は下記(1)式で表されるところ、各階の柱の長さLが大きくなるほど、柱がせん断力により変形し易くなり、せん断力を負担し難くなることがわかる。
FIG. 3 is a diagram schematically illustrating the deformation of the seismic frame including only the column beams according to the comparative example at the time of earthquake, and FIG. 4 is a schematic diagram illustrating the deformation of the seismic frame 10 according to the present embodiment during the earthquake. FIG. As shown in FIG. 3, the seismic Frame consisting of columns and beams and only without providing a panel 18 receives the horizontal force P 1 during an earthquake, shear deformation occurs in the entire floor of the pillars. Here, the relationship between the maximum deflection amount δ of the horizontal force P 1 and the pillars where expressed by the following equation (1), the greater the length L 1 of each floor of the pillars, the pillar is easily deformed by shearing force It turns out that it becomes difficult to bear the shearing force.

これに対して、図4に示すように、本実施形態に係る耐震架構10では、各階の鉄骨柱12の下側の範囲が、鉄骨柱12よりもせん断力に対する剛性が高いパネル18に結合されており、せん断変形を抑えられているため、各階の鉄骨柱12のせん断変形は、パネル18よりも上側の範囲に集中する。このため、下記(2)式における長さLが上記(1)式における長さLよりも小さくなり、たわみ量δが同一の場合に水平力Pが水平力Pよりも大きくなることにより、鉄骨柱12がせん断力により変形し難くなり、せん断力を負担し易くなる。
On the other hand, as shown in FIG. 4, in the seismic frame 10 according to this embodiment, the lower range of the steel column 12 on each floor is coupled to the panel 18 having higher rigidity against the shearing force than the steel column 12. Since the shear deformation is suppressed, the shear deformation of the steel column 12 on each floor is concentrated in a range above the panel 18. Therefore, the length L 2 in the following equation (2) is smaller than the length L 1 in the above equation (1), and the horizontal force P 2 is larger than the horizontal force P 1 when the deflection amount δ is the same. This makes it difficult for the steel column 12 to be deformed by the shearing force and easily bears the shearing force.

従って、本実施形態に係る耐震架構10によれば、鉄骨柱12よりもせん断力に対する剛性が高いパネル18で鉄骨柱12を補強したことにより、耐震架構10が負担できるせん断力を大きくすることができ、鉄骨柱12や鉄骨梁14、16の断面を大きくすることによらずに十分な耐震補強効果を得ることが可能になる。   Therefore, according to the seismic frame 10 according to the present embodiment, the steel column 12 is reinforced by the panel 18 having higher rigidity against the shear force than the steel column 12, thereby increasing the shear force that the seismic frame 10 can bear. It is possible to obtain a sufficient seismic reinforcement effect without increasing the cross section of the steel column 12 and the steel beams 14 and 16.

また、本実施形態に係る耐震架構10では、鉄骨柱12が住戸の戸境に配され、鉄骨梁14、16及びパネル18からなる補強部11がバルコニー2の手摺3に面して配され、上下階の補強部11の間の開口13(図2参照)が、バルコニー開口4に面して配されている。これにより、各住戸内からの視界が耐震架構10により遮られることを防止できる。   Further, in the earthquake-resistant frame 10 according to the present embodiment, the steel column 12 is arranged at the doorway of the dwelling unit, and the reinforcing portion 11 composed of the steel beams 14, 16 and the panel 18 is arranged facing the handrail 3 of the balcony 2, An opening 13 (see FIG. 2) between the upper and lower reinforcing portions 11 is arranged facing the balcony opening 4. Thereby, it can prevent that the visual field from the inside of each dwelling unit is obstruct | occluded by the earthquake-resistant frame 10. FIG.

さらに、本実施形態に係る耐震架構10では、バルコニー2の手摺3に面して配されたパネル18が意匠性を有するデザインパネルであるため、既存建物1の意匠性を高めることができる。   Furthermore, in the earthquake-resistant frame 10 according to the present embodiment, the design of the existing building 1 can be improved because the panel 18 arranged facing the handrail 3 of the balcony 2 is a design panel having design.

図5は、他の実施形態に係る耐震架構100を示す立断面図である。この図に示すように、本実施形態に係る耐震架構100では、パネル18の裏面とバルコニー2の手摺3の前面とにアンカー102が打設され、パネル18の裏面と手摺3の前面との間にグラウトが充填されることで、パネル18がバルコニー2と一体化されている。ここで、パネル18とバルコニー2とを一体化することで、従来は耐震要素として用いなかった手摺壁を耐震要素の一部として利用することも可能である。   FIG. 5 is an elevational sectional view showing a seismic frame 100 according to another embodiment. As shown in this figure, in the seismic frame 100 according to the present embodiment, anchors 102 are placed on the back surface of the panel 18 and the front surface of the handrail 3 of the balcony 2, and between the back surface of the panel 18 and the front surface of the handrail 3. The panel 18 is integrated with the balcony 2 by being filled with grout. Here, by integrating the panel 18 and the balcony 2, it is possible to use a handrail wall that has not been conventionally used as an earthquake resistant element as a part of the earthquake resistant element.

図6は、他の実施形態に係る耐震架構200を示す立面図である。この図に示すように、本実施形態に係る耐震架構200は、上述の実施形態におけるパネル18に替えてブレース218を備える。また、耐震補強の対象の既存建物201は、アウトフレーム工法により建設された集合住宅であり、建物外周の柱205がバルコニー2の前面に配されている。   FIG. 6 is an elevation view showing a seismic frame 200 according to another embodiment. As shown in this figure, the earthquake-resistant frame 200 according to this embodiment includes a brace 218 instead of the panel 18 in the above-described embodiment. In addition, the existing building 201 to be subjected to seismic reinforcement is an apartment house constructed by an out-frame method, and a column 205 on the outer periphery of the building is arranged on the front surface of the balcony 2.

図7(A)は、耐震架構200の一部を拡大して示す立面図であり、図7(B)は、図7(A)のB−B断面図である。この図7(A)、(B)に示すように、ブレース218は、バルコニー2の手摺3に面して配されており、上下の鉄骨梁14、16とその両側の鉄骨柱12に結合されている。また、耐震架構200の鉄骨柱12は、アンカー220により柱205に固定され、鉄骨梁14、16及びブレース218は、アンカー220によりバルコニー2の手摺3に固定されており、既存建物1に入力された荷重が既存建物1のスラブや梁を通じて耐震架構200に伝達される。   FIG. 7A is an enlarged elevation view showing a part of the seismic frame 200, and FIG. 7B is a cross-sectional view taken along line BB in FIG. 7A. As shown in FIGS. 7A and 7B, the brace 218 is arranged facing the handrail 3 of the balcony 2, and is connected to the upper and lower steel beams 14 and 16 and the steel columns 12 on both sides thereof. ing. The steel column 12 of the seismic frame 200 is fixed to the column 205 by the anchor 220, and the steel beams 14, 16 and the brace 218 are fixed to the handrail 3 of the balcony 2 by the anchor 220, and are input to the existing building 1. The transmitted load is transmitted to the seismic frame 200 through the slabs and beams of the existing building 1.

なお、上述の実施形態は、本発明の理解を容易にするためのものであり、本発明を限定するものではない。本発明はその趣旨を逸脱することなく、変更、改良され得ると共に本発明にはその等価物が含まれることは勿論である。例えば、上述の実施形態では、面状の補強材としてFRP製のパネル18を例に挙げたが、PC板やコンクリートブロック壁や鋼板やブレース等の他の面状の補強材も適用できる。   In addition, the above-mentioned embodiment is for making an understanding of this invention easy, and does not limit this invention. It goes without saying that the present invention can be changed and improved without departing from the gist thereof, and that the present invention includes equivalents thereof. For example, in the above-described embodiment, the FRP panel 18 is exemplified as the planar reinforcing material, but other planar reinforcing materials such as a PC plate, a concrete block wall, a steel plate, and a brace can be applied.

また、鉄骨柱12と鉄骨梁14、16とにより構成される構面の内側にパネル18を設置して、該パネル18の上下左右を鉄骨柱12や鉄骨梁14、16に固定したが、鉄骨梁14、16を設けずにパネル18の左右を鉄骨柱12に固定するようにしてもよい。   Further, the panel 18 is installed inside the construction surface constituted by the steel column 12 and the steel beams 14 and 16, and the upper, lower, left and right sides of the panel 18 are fixed to the steel column 12 and the steel beams 14 and 16. The left and right sides of the panel 18 may be fixed to the steel column 12 without providing the beams 14 and 16.

また、上述の実施形態では、耐震架構10、100、200を既存建物のバルコニー2側の外壁に連結する例を挙げて本発明を説明したが、既存建物の外廊下側の外壁に連結する場合にも本発明を適用できる。さらに、本発明は、バルコニーや外廊下が設けられていない既存建物に対しても適用できる。   Moreover, in the above-described embodiment, the present invention has been described by exemplifying the connection of the earthquake-resistant frame 10, 100, 200 to the outer wall on the balcony 2 side of the existing building, but the case of connecting to the outer wall on the outer corridor side of the existing building. The present invention can also be applied to. Furthermore, the present invention can also be applied to existing buildings that are not provided with balconies or outer corridors.

1 既存建物、2 バルコニー、3 手摺、4 バルコニー開口、10 耐震架構、11 補強部、12 鉄骨柱、13 開口、14、16 鉄骨梁、18 パネル(面状の補強材)、20 連結部、21 アンカー、100 耐震架構、102 アンカー、200 耐震架構、201 既存建物、205 柱、218 ブレース(筋かい)、220 アンカー DESCRIPTION OF SYMBOLS 1 Existing building, 2 Balcony, 3 Handrail, 4 Balcony opening, 10 Seismic frame, 11 Reinforcement part, 12 Steel column, 13 Opening, 14, 16 Steel beam, 18 Panel (planar reinforcement), 20 Connection part, 21 Anchor, 100 Seismic frame, 102 Anchor, 200 Seismic frame, 201 Existing building, 205 columns, 218 brace, 220 anchor

Claims (4)

複数階建ての既存建物の外側に、前記既存建物の戸境または柱に対応してそれぞれ配された複数の鉄骨柱と該鉄骨柱間に架設された部材とを備える耐震架構が設置されて、該耐震架構が前記既存建物に連結されることにより、前記既存建物に耐震補強が施された既存建物の耐震補強構造であって、
前記耐震架構は、各階の高さ方向の一部が、鉛直面内に配された、前記鉄骨柱間に架設された部材としての面状の補強材又は筋かいにより補強された補強部であり、
前記耐震架構に水平力が作用した際に、前記鉄骨柱のせん断変形は各階における前記補強部よりも上側の範囲に集中するように構成され、
前記鉄骨梁各階の高さ方向の前記補強部を除く残部が、開口であることを特徴とする既存建物の耐震補強構造。
Outside the existing building multiple story, the existing plurality of steel columns arranged in correspondence to the Tosakai or pillar of the building, are seismic Frames installation and a member that is extended between the iron bone pillars The seismic frame is connected to the existing building, whereby the existing building is seismic strengthened and the seismic reinforcement structure is provided.
The seismic frame is a reinforcing part reinforced by a planar reinforcing material or brace as a member laid between the steel columns, with a part of the height direction of each floor arranged in a vertical plane . ,
When a horizontal force acts on the seismic frame, the shear deformation of the steel column is configured to concentrate in a range above the reinforcing portion on each floor,
The remaining part excluding the reinforcing part in the height direction of each floor of the steel beam is an opening.
前記既存建物にはバルコニー又は外廊下が設けられており、
前記補強部は、前記バルコニー又は前記外廊下に面して配され、
前記開口は、上下階の前記バルコニー又は前記外廊下の間に配されていることを特徴とする請求項1に記載の既存建物の耐震補強構造。
The existing building is provided with a balcony or an outer corridor,
The reinforcing part is arranged facing the balcony or the outer corridor,
The seismic reinforcement structure for an existing building according to claim 1, wherein the opening is arranged between the balcony or the outer corridor on upper and lower floors.
前記補強部を前記バルコニー又は前記外廊下及び前記既存建物に、前記既存建物のスラブや梁に荷重を伝達できるように連結する連結部を備えていることを特徴とする請求項2に記載の既存建物の耐震補強構造。   The existing part according to claim 2, further comprising a connecting part that connects the reinforcing part to the balcony or the outer corridor and the existing building so that a load can be transmitted to a slab or a beam of the existing building. Seismic reinforcement structure for buildings. 複数階建ての既存建物の外側に、前記既存建物の戸境または柱に対応してそれぞれ配された複数の鉄骨柱と該鉄骨柱間に架設された部材とを備える耐震架構を設置して、該耐震架構を前記既存建物に連結することにより、前記既存建物に耐震補強を施す既存建物の耐震補強方法であって、
前記耐震架構の各階の高さ方向の一部を、鉛直面内に配された、前記鉄骨柱間の部材としての面状の補強材又は筋かいにより補強して、前記耐震架構に水平力が作用した際に、前記鉄骨柱のせん断変形は各階における前記補強部よりも上側の範囲に集中するようにし、
前記耐震架構の各階の高さ方向の前記一部を除く残部を、開口とすることを特徴とする既存建物の耐震補強方法。
On the outside of a multi-storey existing building, install a seismic frame comprising a plurality of steel columns respectively arranged corresponding to the boundary or column of the existing building and members laid between the steel columns; By connecting the seismic frame to the existing building, the seismic strengthening method for the existing building that provides seismic reinforcement to the existing building,
Part of the height direction of each floor of the seismic frame is reinforced by a planar reinforcing material or brace as a member between the steel columns arranged in a vertical plane, and horizontal force is applied to the seismic frame. When acting, the shear deformation of the steel column is concentrated in the range above the reinforcing part on each floor,
A method for seismic reinforcement of an existing building, wherein an opening is formed in the remaining part of the floor of the seismic frame excluding the part in the height direction.
JP2012100097A 2012-04-25 2012-04-25 Seismic reinforcement structure and method for existing buildings Expired - Fee Related JP6019710B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2012100097A JP6019710B2 (en) 2012-04-25 2012-04-25 Seismic reinforcement structure and method for existing buildings

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2012100097A JP6019710B2 (en) 2012-04-25 2012-04-25 Seismic reinforcement structure and method for existing buildings

Publications (2)

Publication Number Publication Date
JP2013227775A JP2013227775A (en) 2013-11-07
JP6019710B2 true JP6019710B2 (en) 2016-11-02

Family

ID=49675657

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2012100097A Expired - Fee Related JP6019710B2 (en) 2012-04-25 2012-04-25 Seismic reinforcement structure and method for existing buildings

Country Status (1)

Country Link
JP (1) JP6019710B2 (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP6448832B1 (en) * 2018-03-19 2019-01-09 株式会社ランドビジネス Seismic reinforcement structure of building

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106906856B (en) * 2017-03-10 2018-10-12 朱虹 The seismic reinforcing structure of frame structure building

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09235892A (en) * 1995-12-28 1997-09-09 Kajima Corp Facing repairing/reinforcing method for existing building
JP3990476B2 (en) * 1997-02-26 2007-10-10 株式会社間組 Seismic reinforcement method
JP3522255B2 (en) * 2002-01-11 2004-04-26 オリエンタル建設株式会社 Seismic retrofitting structure and construction method that also renovates existing veranda
JP2005155137A (en) * 2003-11-25 2005-06-16 Oriental Construction Co Ltd Earthquake resistant reinforced external frame structure of existing building and construction method
JP2007162354A (en) * 2005-12-14 2007-06-28 Miracle Three Corporation Reinforcing method for existing building, and building reinforced by the method
JP2009209585A (en) * 2008-03-05 2009-09-17 Takenaka Komuten Co Ltd Seismic strengthening method and seismic strengthening structure of existing building
JP5193090B2 (en) * 2009-02-23 2013-05-08 大成建設株式会社 Reinforcement structure of existing building

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP6448832B1 (en) * 2018-03-19 2019-01-09 株式会社ランドビジネス Seismic reinforcement structure of building
JP2019163596A (en) * 2018-03-19 2019-09-26 株式会社ランドビジネス Seismic strengthening structure of building

Also Published As

Publication number Publication date
JP2013227775A (en) 2013-11-07

Similar Documents

Publication Publication Date Title
JP5213248B2 (en) Seismic reinforcement structure for existing buildings
JP4247496B2 (en) Seismic reinforcement structure
JP2010159543A (en) Aseismatic reinforcing structure
JP4937504B2 (en) Building
JP6019710B2 (en) Seismic reinforcement structure and method for existing buildings
JP6543084B2 (en) Structure
JP4105191B2 (en) Column and beam frame
JP4873981B2 (en) Seismic reinforcement structure for existing buildings
JP5711897B2 (en) Seismic strengthening method and seismic strengthening frame for existing buildings
JP5993948B2 (en) Seismic reinforcement structure
JP2012140818A (en) Earthquake strengthening structure for existing reinforced concrete apartment house
JP6690150B2 (en) Beam-column structure of plate-like apartment house
JP5873194B2 (en) Seismic strengthening method and seismic strengthening frame for existing buildings
JP2013189802A (en) Seismic strengthening structure of existing building
JP5957321B2 (en) External reinforcement structure of existing building and reinforcement method of existing building
JP4706302B2 (en) Triple tube structure and damping system for triple tube structure
JP2012207389A (en) Seismic strengthening construction method for existing building
JP6122740B2 (en) Seismic reinforcement structure
JP5111920B2 (en) Seismic reinforcement structure for existing buildings
JP5752478B2 (en) housing complex
JP6617608B2 (en) Columnar structure of plate-like building
JP6448832B1 (en) Seismic reinforcement structure of building
JP6951851B2 (en) High-rise earthquake-resistant building
JP6342743B2 (en) Existing building reinforcement structure
JP6016973B2 (en) Frame structure

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20150320

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20160120

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20160126

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20160317

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20160906

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20160919

R150 Certificate of patent or registration of utility model

Ref document number: 6019710

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

LAPS Cancellation because of no payment of annual fees