JP2007092370A - Aseismatic reinforcing construction method of reinforced concrete existing building - Google Patents

Aseismatic reinforcing construction method of reinforced concrete existing building Download PDF

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JP2007092370A
JP2007092370A JP2005282436A JP2005282436A JP2007092370A JP 2007092370 A JP2007092370 A JP 2007092370A JP 2005282436 A JP2005282436 A JP 2005282436A JP 2005282436 A JP2005282436 A JP 2005282436A JP 2007092370 A JP2007092370 A JP 2007092370A
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reinforced concrete
existing building
steel
existing
frame
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JP4757590B2 (en
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Keiji Masuda
圭司 増田
Satoshi Sasaki
聡 佐々木
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Fujita Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To improve workability of erection work of a reinforcing frame and workability of concrete placing work for integrating a beam, in an aseismatic reinforcing construction method of a reinforced concrete existing building of integrally connecting a steel frame beam of this reinforcing frame and a reinforced concrete outer peripheral beam of an existing building, by arranging the reinforcing frame outside the reinforced concrete existing building. <P>SOLUTION: A reinforced concrete eaves part 32 extending over between these, is constructed by being joined to an upper end part of the steel frame beam 16 of the reinforcing frame 12 and an outside surface of the reinforced concrete outer peripheral beam 20 of the existing building 10. The steel frame beam of the reinforcing frame and the reinforced concrete outer peripheral beam of the existing building are integrally connected by this reinforced concrete eaves part 32. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、鉄筋コンクリート造既存建物の耐震補強工法に関し、より詳しくは、鉄筋コンクリート造既存建物の外側に柱と鉄骨梁とから成る補強用架構を設け、該補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁とを連結して一体化するようにした鉄筋コンクリート造既存建物の耐震補強工法に関する。   The present invention relates to a seismic reinforcement method for an existing building of reinforced concrete, and more particularly, a reinforcing frame comprising columns and steel beams is provided outside the existing building of a reinforced concrete, and the steel beam of the reinforcing frame and the reinforced concrete of the existing building The present invention relates to a seismic reinforcement method for existing reinforced concrete structures that are connected and integrated with outer beams.

現在、耐震補強を必要としている鉄筋コンクリート造建物は、数多く存在している。鉄筋コンクリート造既存建物の耐震補強工法としては、既存建物の柱梁架構の構面内に鉄骨ブレースや耐震壁を増設する工法があるが、この種の耐震補強工法を採用した場合には、補強後に建物内部の使用に関する新たな制約が生じることや、工事がもっぱら既存建物の内部となるため、補強工事の施工中は建物の当該フロアが使用できないことなどの不都合がある。   At present, there are many reinforced concrete buildings that require seismic reinforcement. As a method of seismic reinforcement for existing reinforced concrete buildings, there is a method of adding steel braces and seismic walls within the structure of the column beam frame of the existing building. There are inconveniences such as new restrictions on the use inside the building and the fact that the floor of the building cannot be used during the construction of the reinforcement work because the construction is entirely inside the existing building.

これらの不都合を解消するために、既存建物の外側に鉄骨柱と鉄骨梁とから成る補強用の鉄骨架構を設け、この鉄骨架構と既存建物とを連結するようにした耐震補強工法が提案されている。この種の耐震補強工法では、鉄骨架構の鉄骨梁と、既存建物の鉄筋コンクリート外周梁とを連結して一体化し、もしくは、鉄骨架構の鉄骨柱と、既存建物の鉄筋コンクリート外周柱とを連結して一体化し、或いは、それら両方を行うようにしている。これらを行うのは、補強用の鉄骨架構の鉄骨梁ないし鉄骨柱を既存建物の外周梁ないし外周柱と連結して一体化することによって、既存建物の強度を向上させることを目的としたものである。ただし、梁どうしだけを連結して一体化し、柱どうしは連結せずにおくようにしたもののうちには、既存建物に作用する地震力の一部を、一体化した梁を介して鉄骨架構の鉄骨柱へ伝達することによって、地震時に既存建物の柱に作用する荷重を軽減することを目的としたものもある。このように、既存建物の外側に補強用の鉄骨架構を設ける耐震補強工法の具体例は、例えば特開平10−61204号公報などに開示されている。
特開平10−61204号公報
In order to eliminate these inconveniences, a seismic reinforcement method has been proposed in which a steel frame for reinforcement consisting of steel columns and steel beams is provided outside the existing building, and this steel frame is connected to the existing building. Yes. In this type of seismic retrofitting method, the steel frame of the steel frame and the reinforced concrete peripheral beam of the existing building are connected and integrated, or the steel column of the steel frame and the reinforced concrete peripheral column of the existing building are connected and integrated. Or both. The purpose of this is to improve the strength of the existing building by connecting the steel beam or steel column of the reinforcing steel frame to the outer beam or outer column of the existing building. is there. However, in the case where only the beams are connected and integrated, and the columns are not connected, a part of the seismic force acting on the existing building is transferred to the steel frame via the integrated beams. Some of them aim to reduce the load acting on the columns of existing buildings during an earthquake by transmitting them to steel columns. Thus, a specific example of the seismic strengthening method in which the reinforcing steel frame is provided outside the existing building is disclosed in, for example, Japanese Patent Laid-Open No. 10-61204.
JP-A-10-61204

特開平10−61204号公報に記載されている耐震補強工法では、補強用の鉄骨架構の鉄骨梁と、既存建物の鉄筋コンクリート外周梁とを連結して一体化するための連結構造を、図5に示した構造としている。図示の如く、鉄骨架構の鉄骨梁をなすH形鋼50のウエブ50aに、スタッドボルト52を溶接により植設し、また、既存建物の鉄筋コンクリート梁54には、削孔内に接着剤を充填してスタッドボルトを固定してなる接着系アンカー56を植設している。そして、H形鋼50のウエブ及び上下のフランジ50b、50cと、既存建物の鉄筋コンクリート梁54の外側面とで囲まれた空間に、鉄筋(不図示)を配筋した上で、高強度無収縮コンクリートを充填し、それによって、H形鋼50から成る鉄骨架構の鉄骨梁と既存建物の鉄筋コンクリート梁54とを一体化している。また配筋に関しては、H形鋼50のフランジにフープ筋を溶接し、そのフープ筋に、長手方向に延在する鉄筋を固定することが示唆されており、更に、H形鋼のフランジが型枠代わりとなるため、コンクリートの打設作業が容易であると記載されている。   In the seismic reinforcement method described in Japanese Patent Laid-Open No. 10-61204, FIG. 5 shows a connection structure for connecting and integrating a steel beam of a reinforcing steel frame and a reinforced concrete outer peripheral beam of an existing building. The structure is as shown. As shown in the figure, stud bolts 52 are planted by welding on a web 50a of an H-shaped steel 50 forming a steel beam of a steel frame, and an adhesive is filled in a reinforced concrete beam 54 of an existing building. Then, an adhesive anchor 56 formed by fixing stud bolts is implanted. Then, a reinforcing bar (not shown) is arranged in a space surrounded by the web of the H-shaped steel 50 and the upper and lower flanges 50b, 50c and the outer side surface of the reinforced concrete beam 54 of the existing building. Concrete is filled, thereby integrating the steel beam of the steel frame made of H-shaped steel 50 and the reinforced concrete beam 54 of the existing building. As for bar arrangement, it has been suggested that a hoop bar is welded to the flange of the H-section steel 50, and a reinforcing bar extending in the longitudinal direction is fixed to the hoop bar. It is described that it is easy to place concrete because it replaces the frame.

しかしながら、同公報に記載の耐震補強工法によれば、鉄骨梁をなすH形鋼50を、既存建物の鉄筋コンクリート梁54に沿わせるようにして鉄骨架構の建方を行う際に、既にそのH形鋼50に鉄筋が組付けられているため、その鉄筋と既存建物側の接着系アンカー56とが干渉しないように留意しなければならず、そのために、建方作業の作業性が良好でなかった。また、鉄骨梁をなすH形鋼50のウエブ50a及び上下のフランジ50b、50cと、既存建物の鉄筋コンクリート梁54の外側面とで囲まれた空間は、断面積が小さく、水平方向に相当に細長い空間であり、このような空間にコンクリートを適切に充填することは容易でなく、そのために、コンクリート打設作業の作業性も良好でなかった。   However, according to the seismic strengthening method described in the publication, when the steel frame is constructed in such a way that the H-shaped steel 50 forming the steel beam is aligned with the reinforced concrete beam 54 of the existing building, the H-shape is already formed. Since steel bars are assembled with the steel 50, care must be taken so that the reinforcing bars do not interfere with the adhesive anchors 56 on the existing building side. For this reason, the workability of the construction work was not good. . Further, the space surrounded by the web 50a of the H-shaped steel 50 and the upper and lower flanges 50b, 50c forming the steel beam and the outer surface of the reinforced concrete beam 54 of the existing building has a small cross-sectional area and is considerably elongated in the horizontal direction. It is a space, and it is not easy to appropriately fill the concrete with such a space. Therefore, the workability of the concrete placing work is not good.

本発明はかかる事情に鑑み成されたものであり、本発明の目的は、鉄筋コンクリート造既存建物の外側に柱と鉄骨梁とから成る補強用架構を設け、該補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁とを連結して一体化するようにした鉄筋コンクリート造既存建物の耐震補強工法において、補強用架構の建方作業の作業性、並びに、梁を一体化するためのコンクリート打設作業の作業性を格段に向上させることにある。   The present invention has been made in view of such circumstances, and an object of the present invention is to provide a reinforcing frame composed of columns and steel beams on the outside of a reinforced concrete existing building, and the steel beam and the existing building of the reinforcing frame. In the seismic reinforcement method for existing reinforced concrete structures that are connected and integrated with the reinforced concrete outer peripheral beam, the workability of the construction work of the reinforcement frame and the concrete placement work to integrate the beams It is to greatly improve workability.

かかる目的を達成するため、本発明に係る鉄筋コンクリート造既存建物の耐震補強工法は、鉄筋コンクリート造既存建物の外側に柱と鉄骨梁とから成る補強用架構を設け、該補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁とを連結して一体化するようにした鉄筋コンクリート造既存建物の耐震補強工法において、前記補強用架構の鉄骨梁の上端部と前記既存建物の鉄筋コンクリート外周梁の外側面とに接合してそれらの間に亘って延在する鉄筋コンクリート庇部を構築し、該鉄筋コンクリート庇部によって前記補強用架構の鉄骨梁と前記既存建物の鉄筋コンクリート外周梁とを連結して一体化することを特徴とする。   In order to achieve such an object, the seismic reinforcement method for an existing building of reinforced concrete according to the present invention is provided with a reinforcing frame composed of columns and steel beams outside the existing building of reinforced concrete, and the steel beam of the reinforcing frame and the existing In the seismic retrofitting method for existing reinforced concrete structures where the reinforced concrete outer peripheral beams of the building are connected and integrated, the upper end of the steel beam of the reinforcing frame and the outer surface of the reinforced concrete outer peripheral beam of the existing building are joined And constructing a reinforced concrete flange extending between them, and connecting and integrating the steel beam of the reinforcing frame and the reinforced concrete outer peripheral beam of the existing building by the reinforced concrete flange. To do.

本発明に係る鉄筋コンクリート造既存建物の耐震補強工法によれば、鉄筋コンクリート庇部を構築するための鉄筋の配筋作業は、補強用架構の建方完了後に何の支障もなく行うことができ、また、その後のコンクリート打設作業も、上方が大きく開放された空間に対して行えるため、補強用架構の建方作業、並びに、梁を一体化するためのコンクリート打設作業が、いずれも極めて容易に行え、作業性を格段に向上させることができる。   According to the seismic reinforcement method for existing reinforced concrete structures according to the present invention, the reinforcing bar arrangement work for constructing the reinforced concrete buttock can be performed without any trouble after the construction of the reinforcing frame is completed. Since the subsequent concrete placement work can be performed in the space where the upper part is largely open, both the construction work of the reinforcing frame and the concrete placement work for integrating the beams are extremely easy. It is possible to improve the workability.

以下に添付図面を参照しつつ、本発明の具体的な実施の形態について詳細に説明して行く。図1は、本発明の実施の形態に係る鉄筋コンクリート造既存建物の耐震補強工法に用いる補強用架構の一部を、補強すべき既存建物の一部と共に示した側面図、図2は、図1に示した補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁との連結構造を示した断面図である。   Hereinafter, specific embodiments of the present invention will be described in detail with reference to the accompanying drawings. FIG. 1 is a side view showing a part of a reinforcing frame used for a seismic reinforcement method for an existing reinforced concrete building according to an embodiment of the present invention, together with a part of the existing building to be reinforced, and FIG. It is sectional drawing which showed the connection structure of the steel beam of the reinforcement frame shown in FIG. 2, and the reinforced concrete outer periphery beam of the existing building.

本発明に係る耐震補強工法は、既存の鉄筋コンクリート造建物10に耐震補強を施すために、その鉄筋コンクリート造既存建物10の外側に柱14と鉄骨梁16とから成る補強用架構12を設け、この補強用架構12の鉄骨梁16と、既存建物10の鉄筋コンクリート外周梁20とを連結して一体化するようにしたものである。補強用架構12の基部は、既存建物10の基礎に余裕があれば、その基礎上に固定するようにしてもよく、そのような余裕がない場合には、既存建物10の基礎の外側に、補強用架構12の基部を固定するための基礎を新設すればよい。補強用架構12を構成している柱14及び鉄骨梁16は、図示例ではいずれもH形鋼から成る。そして、柱14は、既存建物10の鉄筋コンクリート外周柱22に沿って延在するようにして、また、鉄骨梁16は、既存建物10の鉄筋コンクリート外周梁20に沿って延在するようにして、補強用架構12を構築している。   In the seismic strengthening method according to the present invention, in order to provide seismic reinforcement to an existing reinforced concrete building 10, a reinforcing frame 12 composed of columns 14 and steel beams 16 is provided outside the existing reinforced concrete building 10, and this reinforcement is performed. The steel beam 16 of the structural frame 12 and the reinforced concrete outer peripheral beam 20 of the existing building 10 are connected and integrated. If the foundation of the existing building 10 has a margin, the base of the reinforcing frame 12 may be fixed on the foundation. If there is no such margin, the outside of the foundation of the existing building 10 What is necessary is just to newly install the foundation for fixing the base of the reinforcement frame 12. FIG. The column 14 and the steel beam 16 constituting the reinforcing frame 12 are both made of H-shaped steel in the illustrated example. The pillar 14 extends along the reinforced concrete outer peripheral column 22 of the existing building 10, and the steel beam 16 extends along the reinforced concrete outer peripheral beam 20 of the existing building 10 to reinforce. Construction frame 12 is constructed.

図2に示したように、鉄骨梁16をなすH形鋼の上部フランジ16aの上面には、複数本のスタッドボルト24を溶接により列設して植設する。一方、既存建物10の鉄筋コンクリート外周梁20には、その外側面に複数本のあと施工アンカー26を列設して植設する。あと施工アンカー26としては、ケミカルアンカーなどを用いるとよいが、その他の種類のあと施工アンカーを用いてもよい。図示例ではスタッドボルト24及びあと施工アンカー26の植設を先に行い、その後に、補強用架構12の建方を行うようにしている。多くの場合、この手順とする方が作業が容易であるが、ただし、鉄骨梁16の形態によっては、先に補強用架構12の建方を完了し、その後にスタッドボルト24の植設、及び/または、あと施工アンカー26の植設を行う手順とする場合もある。   As shown in FIG. 2, a plurality of stud bolts 24 are lined and planted on the upper surface of the upper flange 16a of the H-shaped steel forming the steel beam 16 by welding. On the other hand, a plurality of post-construction anchors 26 are arranged in a row on the outer side surface of the reinforced concrete outer peripheral beam 20 of the existing building 10. As the post-construction anchor 26, a chemical anchor or the like may be used, but other types of post-construction anchors may be used. In the illustrated example, the stud bolt 24 and the post-construction anchor 26 are first planted, and then the reinforcing frame 12 is constructed. In many cases, it is easier to work with this procedure. However, depending on the form of the steel beam 16, the construction of the reinforcing frame 12 is completed first, and then the stud bolts 24 are planted, and In some cases, the post-installation anchor 26 may be planted.

スタッドボルト24及びあと施工アンカー26の植設と、補強用架構12の建方とが完了したならば、続いて、鉄骨梁16の上部フランジ16aと既存建物10の鉄筋コンクリート外周梁20の側面との間の隙間を閉塞する底部型枠28と、鉄骨梁16の上部フランジ16aの外縁に立設する側部型枠30とを建込む。そして、型枠28及び30と、鉄骨梁16の上部フランジ16aと、既存建物10の鉄筋コンクリート外周梁20の外側面とで画成された空間に、鉄筋(不図示)を配筋した上で、その空間にコンクリートを打設して鉄筋コンクリート庇部32を構築する。これによって、鉄骨梁16の上端部と既存建物10の鉄筋コンクリート外周梁20の外側面とに接合してそれらの間に亘って延在する鉄筋コンクリート庇部32が構築され、そして、この鉄筋コンクリート庇部32によって、鉄骨梁16と既存建物10の鉄筋コンクリート外周梁20とが連結されて一体化される。   When the stud bolt 24 and the post-installed anchor 26 are planted and the reinforcing frame 12 is built, the upper flange 16a of the steel beam 16 and the side surface of the reinforced concrete outer peripheral beam 20 of the existing building 10 are subsequently connected. A bottom mold 28 that closes the gap between them and a side mold 30 standing on the outer edge of the upper flange 16a of the steel beam 16 are installed. And after arranging reinforcing bars (not shown) in the space defined by the molds 28 and 30, the upper flange 16a of the steel beam 16, and the outer surface of the reinforced concrete outer peripheral beam 20 of the existing building 10, Concrete is placed in the space to construct a reinforced concrete flange 32. As a result, a reinforced concrete flange 32 is constructed that is joined to the upper end of the steel beam 16 and the outer surface of the reinforced concrete outer peripheral beam 20 of the existing building 10 and extends between them. Thus, the steel beam 16 and the reinforced concrete outer peripheral beam 20 of the existing building 10 are connected and integrated.

図3は、本発明に係る耐震補強工法に用いることのできる、補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁との連結構造の別の具体例を示した断面図である。この図3の連結構造では、補強用架構12の鉄骨梁16の断面形状を、図2に示したような単純なH形鋼の形状ではなく、上部フランジ16aの幅を大きくして、この上部フランジ16aの内縁が既存建物10の鉄筋コンクリート外周梁20の外側面に直接当接するようにしており、また、この上部フランジ16aの内縁及び外縁に、垂直に立設した立上り部16b、16cを設けた形状とし、それによって、鉄骨梁16の上端部に、鉄筋コンクリート庇部32を構築するための型枠として機能する部分を一体に設けたものとしている。スタッドボルト24と、あと施工アンカー26と、不図示の鉄筋とに関しては、図2の連結構造と同じである。この図3の連結構造を採用すれば、先に既存建物10の鉄筋コンクリート外周梁20にあと施工アンカー26を植設し、その後に補強用架構の建方を行う手順とする場合に、鉄骨梁16をあと施工アンカー26に仮止めすることができ、それによって建方作業を容易化することができる。また、上部フランジ16a及びその両側縁の立上り部16b、16cが、鉄筋コンクリート庇部32を構築するための型枠として機能するため、図2の連結構造と比べて、型枠工事の省力化及び支保工の軽減が可能になる。   FIG. 3 is a cross-sectional view showing another specific example of a connection structure between a steel beam of a reinforcing frame and a reinforced concrete outer peripheral beam of an existing building that can be used in the seismic reinforcement method according to the present invention. In the connecting structure of FIG. 3, the cross-sectional shape of the steel beam 16 of the reinforcing frame 12 is not a simple H-shaped steel shape as shown in FIG. The inner edge of the flange 16a is in direct contact with the outer surface of the reinforced concrete outer peripheral beam 20 of the existing building 10, and the upright portions 16b and 16c are provided on the inner and outer edges of the upper flange 16a. Thus, a portion that functions as a formwork for constructing the reinforced concrete flange 32 is integrally provided at the upper end of the steel beam 16. The stud bolt 24, the post-installed anchor 26, and a reinforcing bar (not shown) are the same as the connection structure in FIG. If the connecting structure shown in FIG. 3 is adopted, the steel beam 16 is used when the post-construction anchor 26 is first implanted in the reinforced concrete outer peripheral beam 20 of the existing building 10 and then the reinforcing frame is constructed. Can be temporarily fixed to the post-construction anchor 26, whereby the construction work can be facilitated. Further, since the upper flange 16a and the rising portions 16b and 16c on both side edges function as a formwork for constructing the reinforced concrete flange 32, labor saving and support of formwork is achieved compared to the connection structure of FIG. The work can be reduced.

図4は、本発明に係る耐震補強工法に用いることのできる、補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁との連結構造の更に別の具体例を示した断面図である。この図4の連結構造では、図2に示したものと同じく、単純なH形鋼の形状の鉄骨梁16を用いている。図2の連結構造と異なるのは、更にL形鋼34を用いていることであり、このL形鋼34は、既存建物10の鉄筋コンクリート外周梁20の外側面に取付けて、鉄骨梁16とその鉄筋コンクリート外周梁20の外側面との間の隙間を閉塞するものである。スタッドボルト24と、あと施工アンカー26と、不図示の鉄筋とに関しては、図2の連結構造と同じである。この図4の連結構造を採用した場合には、あと施工アンカー26の植設と補強用架構12の建方とを完了した後に、既存建物10の鉄筋コンクリート外周梁20の外側面のあと施工アンカー26にL形鋼34を取付けて、鉄骨梁16の上部フランジ16aと既存建物10の鉄筋コンクリート外周梁20の側面との間の隙間を閉塞し、また更に、鉄骨梁16の上部フランジ16aの外縁に立設する側部型枠30を建込む。そして、型枠30と、鉄骨梁16の上部フランジ16aと、L形鋼34と、既存建物10の鉄筋コンクリート外周梁20の外側面とで画成された空間に、鉄筋(不図示)を配筋した上で、その空間にコンクリートを打設して鉄筋コンクリート庇部32を構築する。この図4の連結構造によれば、L形鋼34が、鉄筋コンクリート庇部32を構築するための底部型枠として機能するため、図2の連結構造と比べて、型枠工事の省力化及び支保工の軽減が可能になるという利点が得られる。   FIG. 4 is a cross-sectional view showing still another specific example of a connection structure between a steel beam of a reinforcing frame and a reinforced concrete outer peripheral beam of an existing building that can be used in the seismic reinforcement method according to the present invention. In the connection structure shown in FIG. 4, a steel beam 16 having a simple H-shaped steel shape is used, as shown in FIG. 2 is that an L-shaped steel 34 is further used. The L-shaped steel 34 is attached to the outer surface of the reinforced concrete outer peripheral beam 20 of the existing building 10 and the steel beam 16 and its The gap between the outer surface of the reinforced concrete outer peripheral beam 20 is closed. The stud bolt 24, the post-installed anchor 26, and a reinforcing bar (not shown) are the same as the connection structure in FIG. When the connecting structure of FIG. 4 is adopted, after the completion of the installation of the post-construction anchor 26 and the construction of the reinforcing frame 12, the post-construction anchor 26 on the outer surface of the reinforced concrete outer peripheral beam 20 of the existing building 10 is obtained. The L-shaped steel 34 is attached to the steel frame 16 to close the gap between the upper flange 16a of the steel beam 16 and the side surface of the reinforced concrete outer peripheral beam 20 of the existing building 10, and further, stand on the outer edge of the upper flange 16a of the steel beam 16. The side formwork 30 to be installed is installed. Then, reinforcing bars (not shown) are arranged in a space defined by the mold 30, the upper flange 16 a of the steel beam 16, the L-shaped steel 34, and the outer surface of the reinforced concrete outer peripheral beam 20 of the existing building 10. After that, concrete is placed in the space to construct the reinforced concrete flange 32. According to the connection structure of FIG. 4, the L-shaped steel 34 functions as a bottom formwork for constructing the reinforced concrete flange 32, and therefore, labor saving and support for the formwork compared to the connection structure of FIG. 2. There is an advantage that the work can be reduced.

従って、図2〜図4のいずれの連結構造を採用する場合でも、本発明に係る鉄筋コンクリート造既存建物の耐震補強工法においては、補強用架構12の鉄骨梁16の上端部と既存建物10の鉄筋コンクリート外周梁20の外側面とに接合してそれらの間に亘って延在する鉄筋コンクリート庇部32を構築し、この鉄筋コンクリート庇部32によって、補強用架構12の鉄骨梁16と既存建物10の鉄筋コンクリート外周梁20とを連結して一体化する。そして、鉄筋コンクリート庇部32を構築するために配筋及びコンクリート打設を行う空間は、上方が大きく開放した空間であるため、配筋作業並びにコンクリート打設作業を極めて容易に行うことができ、良好な作業性が得られる。また、配筋作業は、補強用架構12の建方完了後に行うことができるため、鉄筋の存在によって建方作業が阻害されることもなく、そのことによっても作業性が向上している。   Therefore, in any of the connection structures shown in FIGS. 2 to 4, in the seismic reinforcement method for an existing building of reinforced concrete structure according to the present invention, the upper end of the steel beam 16 of the reinforcing frame 12 and the reinforced concrete of the existing building 10 are used. A reinforced concrete flange 32 is constructed which is joined to the outer surface of the peripheral beam 20 and extends between them, and the reinforced concrete outer periphery of the steel beam 16 of the reinforcing frame 12 and the existing building 10 is formed by the reinforced concrete flange 32. The beam 20 is connected and integrated. And since the space which performs reinforcement and concrete placement in order to construct the reinforced concrete collar part 32 is a space where the upper part was opened largely, reinforcement work and concrete placement work can be performed very easily, and it is good. Workability can be obtained. Further, since the reinforcing work can be performed after the reinforcement frame 12 is completed, the construction work is not hindered by the presence of the reinforcing bars, and the workability is improved accordingly.

構築する鉄筋コンクリート庇部32の位置は、図2〜図4に示したように、その鉄筋コンクリート庇部32が既存建物10の床スラブ40の延長部をなすような位置とすれば、既存建物10から補強用架構12の鉄骨梁16へ荷重を伝達する上で有利である。また、構築する鉄筋コンクリート庇部32の上面は、図2〜図4に示したように、水勾配を外向きに付けたものとすれば、雨水が溜まることもなく、雨がやんだあとに雫が垂れることもなく有利である。また、構築する鉄筋コンクリート庇部32の出寸法は、1m以下とすることが好ましく、なぜならば、建築確認申請において、出寸法が1m以下の庇は建築面積から除くことができるからである。   As shown in FIGS. 2 to 4, the position of the reinforced concrete flange 32 to be constructed is from the existing building 10 if the reinforced concrete flange 32 is an extension of the floor slab 40 of the existing building 10. This is advantageous in transmitting a load to the steel beam 16 of the reinforcing frame 12. In addition, as shown in FIGS. 2 to 4, the upper surface of the reinforced concrete flange 32 to be constructed has a water gradient outward so that rainwater does not accumulate, and the rainwater stops after the rain has stopped. It is advantageous without dripping. Moreover, it is preferable that the projecting dimension of the reinforced concrete collar part 32 to be constructed is 1 m or less, because, in the building confirmation application, the anchor having the projecting dimension of 1 m or less can be excluded from the building area.

尚、補強用架構12の柱14と、既存建物10の鉄筋コンクリート外周柱22とは、互いに連結して一体化する場合もあり、そうしない場合もある。例えば、既存建物10の鉄筋コンクリート外周柱22の強度を向上させるためには、それを柱14と連結して一体化するようにし、一方、既存建物10に作用する地震力の一部を、既存建物10の鉄筋コンクリート外周梁16及び鉄筋コンクリート12の鉄骨梁16を介して補強用架構12の柱14へ伝達することによって、地震時に既存建物10の柱に作用する荷重を軽減するのであれば、柱14と鉄筋コンクリート外周柱22とを連結せずにおくこともある。また、補強用架構12の鉄骨梁16と既存建物10の鉄筋コンクリート外周梁20とは、それらの全長に亘って連結して一体化せずとも、長手方向の一部において、部分的に連結して一体化すれば十分なこともある。更に、既存建物の外側に設ける補強用架構の形態は、図1に示した形態に限られず、例えば、必要に応じてブレースやダンパなどを適宜付加したものとしてもよい。   In addition, the column 14 of the reinforcing frame 12 and the reinforced concrete outer peripheral column 22 of the existing building 10 may or may not be integrated with each other. For example, in order to improve the strength of the reinforced concrete outer peripheral column 22 of the existing building 10, it is integrated with the column 14, while part of the seismic force acting on the existing building 10 is converted to the existing building 10. If the load acting on the column of the existing building 10 is reduced by transmitting to the column 14 of the reinforcing frame 12 via the steel beam 16 of the reinforced concrete 10 and the steel beam 16 of the reinforced concrete 12, the column 14 and The reinforced concrete outer peripheral column 22 may be left unconnected. Further, the steel beam 16 of the reinforcing frame 12 and the reinforced concrete outer peripheral beam 20 of the existing building 10 are partially connected in part in the longitudinal direction without being connected and integrated over their entire length. It may be enough to integrate. Furthermore, the form of the reinforcing frame provided outside the existing building is not limited to the form shown in FIG. 1, and for example, braces or dampers may be appropriately added as necessary.

本発明の実施の形態に係る鉄筋コンクリート造既存建物の耐震補強工法に用いる補強用架構の一部を、補強すべき既存建物の一部と共に示した側面図である。It is the side view which showed a part of reinforcement frame used for the seismic reinforcement method of the existing reinforced concrete structure building which concerns on embodiment of this invention with a part of existing building which should be reinforced. 図1に示した補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁との連結構造を示した断面図である。It is sectional drawing which showed the connection structure of the steel frame beam of the reinforcement frame shown in FIG. 1, and the reinforced concrete outer periphery beam of the existing building. 本発明に係る耐震補強工法に用いることのできる、補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁との連結構造の別の具体例を示した断面図である。It is sectional drawing which showed another specific example of the connection structure of the steel beam of the reinforcement frame which can be used for the earthquake-proof reinforcement method which concerns on this invention, and the reinforced concrete outer periphery beam of the existing building. 本発明に係る耐震補強工法に用いることのできる、補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁との連結構造の更に別の具体例を示した断面図である。It is sectional drawing which showed another specific example of the connection structure of the steel beam of the reinforcement frame and the reinforced concrete outer periphery beam of the existing building which can be used for the earthquake-proof reinforcement method which concerns on this invention. 従来の耐震補強工法における、鉄骨架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁とを連結して一体化するための連結構造を示した断面図である。It is sectional drawing which showed the connection structure for connecting and integrating the steel beam of a steel frame and the reinforced concrete outer periphery beam of the existing building in the conventional seismic reinforcement construction method.

符号の説明Explanation of symbols

10……鉄筋コンクリート造既存建物、12……補強用架構、14……柱、16……鉄骨梁、20……鉄筋コンクリート外周梁、22……鉄筋コンクリート外周柱、24……スタッドボルト、26……あと施工アンカー、32……鉄筋コンクリート庇部、34……L形鋼。
10 ... Existing reinforced concrete building, 12 ... Reinforcement frame, 14 ... Column, 16 ... Steel beam, 20 ... Reinforced concrete outer beam, 22 ... Reinforced concrete outer column, 24 ... Stud bolt, 26 ... Later Construction anchor, 32 …… Reinforced concrete buttock, 34 …… L-shaped steel.

Claims (5)

鉄筋コンクリート造既存建物の外側に柱と鉄骨梁とから成る補強用架構を設け、該補強用架構の鉄骨梁と既存建物の鉄筋コンクリート外周梁とを連結して一体化するようにした鉄筋コンクリート造既存建物の耐震補強工法において、
前記補強用架構の鉄骨梁の上端部と前記既存建物の鉄筋コンクリート外周梁の外側面とに接合してそれらの間に亘って延在する鉄筋コンクリート庇部を構築し、該鉄筋コンクリート庇部によって前記補強用架構の鉄骨梁と前記既存建物の鉄筋コンクリート外周梁とを連結して一体化する、
ことを特徴とする鉄筋コンクリート造既存建物の耐震補強工法。
A reinforcing frame consisting of columns and steel beams is installed outside the existing reinforced concrete building, and the steel beam of the reinforcing frame and the reinforced concrete peripheral beam of the existing building are connected and integrated. In the seismic reinforcement method,
The upper end of the steel beam of the reinforcing frame and the outer surface of the reinforced concrete outer peripheral beam of the existing building are joined to each other to construct a reinforced concrete flange extending between them. Connecting and integrating the steel frame beam of the frame and the reinforced concrete outer peripheral beam of the existing building,
Seismic reinforcement method for existing reinforced concrete structures.
前記鉄筋コンクリート庇部が前記既存建物の床スラブの延長部をなすように、前記鉄筋コンクリート庇部を構築することを特徴とする請求項1記載の鉄筋コンクリート造既存建物の耐震補強工法。   2. The seismic reinforcement method for an existing reinforced concrete structure according to claim 1, wherein the reinforced concrete collar is constructed so that the reinforced concrete collar forms an extension of a floor slab of the existing building. 前記鉄筋コンクリート庇部の出寸法が1m以下であるように、前記鉄筋コンクリート庇部を構築することを特徴とする請求項1記載の鉄筋コンクリート造既存建物の耐震補強工法。   The seismic reinforcement method for an existing building of reinforced concrete according to claim 1, wherein the reinforced concrete flange is constructed so that the protruding dimension of the reinforced concrete flange is 1 m or less. 前記補強用架構の鉄骨梁の上端部に、前記鉄筋コンクリート庇部を構築するための型枠として機能する部分を一体に設けることを特徴とする請求項1記載の鉄筋コンクリート造既存建物の耐震補強工法。   2. The method for seismic reinforcement of an existing reinforced concrete structure according to claim 1, wherein a portion functioning as a formwork for constructing the reinforced concrete flange is integrally provided at an upper end portion of the steel beam of the reinforcing frame. 前記既存建物の鉄筋コンクリート外周梁の外側面にL形鋼を取付けて、前記補強用架構の鉄骨梁と前記既存建物の鉄筋コンクリート外周梁の側面との間の隙間を閉塞することを特徴とする請求項1記載の鉄筋コンクリート造既存建物の耐震補強工法。
The L-shaped steel is attached to the outer side surface of the reinforced concrete outer peripheral beam of the existing building, and the gap between the steel beam of the reinforcing frame and the side surface of the reinforced concrete outer peripheral beam of the existing building is blocked. 1. Seismic reinforcement method for existing reinforced concrete structures.
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009249851A (en) * 2008-04-02 2009-10-29 Fujita Corp Seismic strengthening method for existing building
JP2013053518A (en) * 2012-12-17 2013-03-21 Fujita Corp Seismic strengthening construction method for existing building
JP2016108911A (en) * 2014-12-10 2016-06-20 株式会社竹中工務店 Earthquake resistant wall structure

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0378843A (en) * 1989-08-23 1991-04-04 Mitsubishi Electric Corp Program control system using extension memory
JPH09203217A (en) * 1996-01-30 1997-08-05 Takenaka Komuten Co Ltd Earthquake-resistant reinforcing method for existing building
JPH1061204A (en) * 1996-08-22 1998-03-03 Kajima Corp Earthquake resisting repair method for existing building
JP2005155138A (en) * 2003-11-25 2005-06-16 Oriental Construction Co Ltd Seismic reinforced external frame construction method of existing building

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0378843A (en) * 1989-08-23 1991-04-04 Mitsubishi Electric Corp Program control system using extension memory
JPH09203217A (en) * 1996-01-30 1997-08-05 Takenaka Komuten Co Ltd Earthquake-resistant reinforcing method for existing building
JPH1061204A (en) * 1996-08-22 1998-03-03 Kajima Corp Earthquake resisting repair method for existing building
JP2005155138A (en) * 2003-11-25 2005-06-16 Oriental Construction Co Ltd Seismic reinforced external frame construction method of existing building

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009249851A (en) * 2008-04-02 2009-10-29 Fujita Corp Seismic strengthening method for existing building
JP2013053518A (en) * 2012-12-17 2013-03-21 Fujita Corp Seismic strengthening construction method for existing building
JP2016108911A (en) * 2014-12-10 2016-06-20 株式会社竹中工務店 Earthquake resistant wall structure

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