JP6247117B2 - Temporary structure during seismic isolation of existing building - Google Patents

Temporary structure during seismic isolation of existing building Download PDF

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JP6247117B2
JP6247117B2 JP2014041287A JP2014041287A JP6247117B2 JP 6247117 B2 JP6247117 B2 JP 6247117B2 JP 2014041287 A JP2014041287 A JP 2014041287A JP 2014041287 A JP2014041287 A JP 2014041287A JP 6247117 B2 JP6247117 B2 JP 6247117B2
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晃三 服部
晃三 服部
由佳 鮫島
由佳 鮫島
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Okumura Corp
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Description

本発明は、水平外力を負担するためのブレースを通じて発生する上下方向の引き抜き力を合理的に分散させることにより、仮設構造を既存梁に接合するための後施工アンカーの施工を軽減することが可能な既存建物の免震化施工中の仮設構造に関する。   The present invention can reduce the construction of post-installed anchors for joining temporary structures to existing beams by rationally distributing the vertical pull-out force generated through braces for bearing horizontal external forces. This is related to the temporary structure during the seismic isolation of existing buildings.

既存建物に設けられる柱梁架構の既存柱の中間部分を切除して形成される切除空間に免震装置を設置することにより、居ながら施工で既存建物を免震化する工法として、例えば特許文献1が知られている。   For example, patent literature describes a method for making an existing building seismically isolated by installing a seismic isolation device in the excision space formed by excising the middle part of an existing column of a column beam frame provided in an existing building. 1 is known.

特許文献1の「既設建物の免震化工法」は、対象柱から仮設支持材に柱負担荷重を載せ替え、切断した対象柱に免震装置を設置し、その後、仮設支持材から免震装置に柱負担荷重を載せ替えて当該仮設支持材を撤去する作業を、全ての対象柱のうちの一本もしくは適宜本数毎に順次完了していく既設建物の免震化工法であって、仮設支持材から免震装置に柱負担荷重を載せ替えた後で、免震装置が機能することを規制するための柱用水平変位拘束手段を取り付ける作業を行うようにした。仮設支持材から免震装置に柱負担荷重を載せ替える前から、柱用水平変位拘束手段の取り付け後にわたって、仮設水平力支持手段を設置するようにしている。   Patent Document 1 “Seismic Isolation Method for Existing Buildings” is a method in which a column load is transferred from a target column to a temporary support material, a seismic isolation device is installed on the cut target column, and then the seismic isolation device is installed from the temporary support material. This is a seismic isolation method for existing buildings, in which the work of removing the temporary support material by replacing the column load on the existing building is completed in sequence for one or all of the target columns. After replacing the column burden load from the material to the seismic isolation device, the work of attaching the horizontal displacement restraint means for the column to restrict the functioning of the seismic isolation device was performed. The temporary horizontal force support means is installed before the column load is transferred from the temporary support material to the seismic isolation device and after the horizontal displacement restraint means for the column is attached.

他方、既存建物を補強する技術として、特許文献2が知られている。特許文献2の「既存建築物の補強構造」は、既存建築物の梁及び柱で囲まれた開口部内に、ブレースを鉄骨枠内に取り付けた枠付ブレースが組み込まれており、梁と柱から成る開口部と枠付ブレースの鉄骨枠との接合部には、後施工アンカーボルトを梁と柱から成る開口部側の面に打ち込まれ、さらに、鉄骨枠の外周に頭付きスタッドを設けられている既存建築物の補強構造において、梁及び柱と鉄骨枠との間の空間部には通常のコンクリートではなく、高引張強度コンクリートが充填されている。   On the other hand, Patent Document 2 is known as a technique for reinforcing an existing building. Patent document 2 “Reinforcement structure of existing building” includes a brace with a frame in which a brace is attached in a steel frame in an opening surrounded by a beam and a column of an existing building. Post-installed anchor bolts are driven into the surface of the opening consisting of beams and columns, and a headed stud is provided on the outer periphery of the steel frame. In the reinforcement structure of existing buildings, the space between the beam and column and the steel frame is filled with high tensile strength concrete instead of ordinary concrete.

特開2007−308979号公報JP 2007-308979 A 特開平9−317198号公報Japanese Patent Laid-Open No. 9-317198

特許文献1が開示しているように、上下方向柱軸力(柱負担荷重)を既存柱(対象柱)から、これに隣接配置している仮設支持材に載せ替え、切断した既存柱に免震装置を設置して既設建物を免震化する場合、既存柱を切断してから、免震作用が得られる免震装置の設置完了までの期間に、地震力などの大きな水平外力が加わると、既設建物は危険な状態に晒される。このような事態を考慮して、既設建物には、少なくとも上記期間中、水平外力に抵抗させるための仮設構造が設置されている。   As disclosed in Patent Document 1, the vertical column axial force (column load) is transferred from the existing column (target column) to the temporary support material arranged adjacent to the column, and is exempted from the cut existing column. When seismic devices are installed to make existing buildings seismic isolation, if a large horizontal external force such as seismic force is applied during the period from cutting an existing column to the completion of installation of the seismic isolation device that provides seismic isolation Existing buildings are exposed to danger. In consideration of such a situation, the existing building is provided with a temporary structure for resisting horizontal external force at least during the above period.

特許文献1では、既設建物の柱梁架構の内部空間に、柱梁接合部間に斜めに渡して、ブレースを設置している。ブレースの端部は、後施工アンカーにより、柱梁接合部に接合されている。ブレースは周知のように、水平方向力を、ブレースの斜め軸方向に作用する圧縮力と引張力で支持するため、ブレースの端部が接合される柱梁接合部には、後施工アンカーを介して、既存柱に沿う上下方向の力と、既存梁に沿う左右方向の力が作用する。   In patent document 1, the brace is installed in the internal space of the column beam frame of an existing building diagonally across between the column beam joints. The ends of the braces are joined to the column beam joints by post-installed anchors. As is well known, the brace supports the horizontal force with the compressive and tensile forces acting in the diagonal direction of the brace, so the post beam anchor is connected to the column beam joint where the brace ends are joined. Thus, a vertical force along the existing pillar and a horizontal force along the existing beam act.

既存柱は、上記期間中、上下方向柱軸力を支持できないため、ブレースから入力される上下方向の力についても、これを支持することはできない。特に、引張力が作用するブレースから、後施工アンカーを通じて伝達されて柱梁接合部に入力される上下方向の力は、既存柱を既存梁から引き抜く方向に作用する。既存柱で上下方向の力を支持できないため、引き抜き作用に抗するためには、ブレースの端部を、既存梁に対して強固に接合しなければならない。   Since the existing column cannot support the vertical column axial force during the period, it cannot support the vertical force input from the brace. In particular, the vertical force that is transmitted from the brace where the tensile force acts through the post-installed anchor and is input to the column beam joint acts in the direction of pulling out the existing column from the existing beam. Since the existing column cannot support the force in the vertical direction, the end of the brace must be firmly joined to the existing beam in order to resist the pulling action.

既存梁にブレースの端部を強固に接合するためには、ブレースからの力を既存梁に伝達する後施工アンカーの数が膨大になってしまう。後施工アンカーが膨大な数であると、その施工作業が非常に多くなり、また煩雑となって、良好な施工性を確保することが難しい。また、柱梁接合部周りに十分なスペースがなかったり、既存梁に埋設されている配筋の影響で、後施工アンカーの配置が過密になってしまうと、必要本数の後施工アンカーを施工できないなどの事態が生じてしまう。   In order to firmly join the end of the brace to the existing beam, the number of post-installed anchors that transmit the force from the brace to the existing beam becomes enormous. When the number of post-construction anchors is enormous, the construction work becomes very large and complicated, and it is difficult to ensure good workability. In addition, if there is not enough space around the beam-column joint or the arrangement of post-installed anchors becomes too dense due to the reinforcements embedded in the existing beams, the required number of post-installed anchors cannot be installed. Such a situation will occur.

特許文献2が開示している枠付ブレースを仮設構造として適用することが考えられる。枠付ブレースを、鉄骨枠の横材を既存梁に接合して、柱梁架構に設置する。この場合、鉄骨枠の縦材は、仮設支持材が障害となって、既存柱の上下に沿わせて接合することができず、当該既存柱との間に仮設支持材を挟む配置で、上下の横材(既存梁)間に立設される。   It is conceivable to apply the framed brace disclosed in Patent Document 2 as a temporary structure. A brace with a frame is installed on a column beam frame by joining a steel frame cross member to an existing beam. In this case, the vertical members of the steel frame cannot be joined along the upper and lower sides of the existing column because the temporary support member becomes an obstacle. It is erected between the cross members (existing beams).

既存柱の上下に沿わせて縦材を接合することができるとしても、上記期間中は、既存柱が上下方向柱軸力を支持できないため、水平方向力の作用でブレースから縦材に作用する上下方向の力を既存柱に負担させることはできない。   Even if the vertical members can be joined along the top and bottom of the existing columns, the existing columns cannot support the vertical column axial force during the above period, so the horizontal force acts on the vertical members from the brace. The vertical force cannot be borne by existing pillars.

枠付ブレースの場合、上下方向の力は、鉄骨枠に沿ってある程度の範囲に分散されて、既存梁に伝達される。このため、特許文献1に比して、施工される後施工アンカーを分散して配置することはできるものの、依然として既存梁に対する後施工アンカーの設置本数が多く必要で、上下方向の力が大きくなる場合には、後施工アンカーで抵抗し得る有効な範囲内に必要本数の後施工アンカーを配置しきれないという課題があった。また、枠付ブレースの場合、縦材から伝達される上下方向の力を既存柱や仮設支持材まで伝達するためには、既存梁に対し剛強な補強を施す必要がある。このため、資材コスト、施工コストが高くなってしまうおそれがあった。   In the case of a framed brace, the force in the vertical direction is distributed to a certain extent along the steel frame and transmitted to the existing beam. For this reason, compared to Patent Document 1, the post-construction anchors to be constructed can be distributed and arranged, but a large number of post-construction anchors are still required for existing beams, and the force in the vertical direction becomes large. In this case, there is a problem that the necessary number of post-installed anchors cannot be arranged within an effective range that can be resisted by the post-constructed anchors. In addition, in the case of a brace with a frame, in order to transmit the vertical force transmitted from the vertical member to the existing column and the temporary support member, it is necessary to give a strong reinforcement to the existing beam. For this reason, there existed a possibility that material cost and construction cost might become high.

また、鉄骨枠の縦材によって、上下方向の力を負担させるために、大きな断面寸法の縦材が必要になってしまうという問題もあった。   Moreover, in order to bear the force of an up-down direction with the vertical member of a steel frame, there also existed a problem that the vertical member of a big cross-sectional dimension would be needed.

本発明は上記従来の課題に鑑みて創案されたものであって、水平外力を負担するためのブレースを通じて発生する上下方向の引き抜き力を合理的に分散させることにより、仮設構造を既存梁に接合するための後施工アンカーの施工を軽減することが可能な既存建物の免震化施工中の仮設構造を提供することを目的とする。   The present invention was devised in view of the above-described conventional problems, and the temporary structure is joined to the existing beam by rationally distributing the vertical pull-out force generated through the braces for bearing the horizontal external force. The purpose is to provide a temporary structure during seismic isolation of an existing building that can reduce the construction of post-installed anchors.

本発明にかかる既存建物の免震化施工中の仮設構造は、既存建物に設けられる柱梁架構の既存柱の中間部分を切除して形成される切除空間に免震装置を設置して、該既存建物を免震化する際に、少なくとも切除空間の形成前から免震作用が得られる免震装置の設置完了までの間、上下方向柱軸力を支持しつつ該柱梁架構に作用する水平外力を支持する既存建物の免震化施工中の仮設構造であって、上記既存柱から間隔を隔てて、上記柱梁架構の上下一対の既存梁に定着して設置され、該柱梁架構に作用する水平外力を支持する長方形状の仮設ブレース架構と、該仮設ブレース架構と上記既存柱との間に立設され、上下方向柱軸力を支持する仮設支柱と、上記仮設ブレース架構に、上記仮設支柱の上下両端部と上下一対の上記既存梁との間へ延長して設けられ、水平外力によって該仮設ブレース架構に生じる上下方向引き抜き力を伝達して該仮設支柱に支持させる延設部とを備えたことを特徴とする。   The temporary structure during the seismic isolation construction of the existing building according to the present invention is to install the seismic isolation device in the excision space formed by excising the middle part of the existing column of the column beam structure provided in the existing building, When an existing building is to be seismically isolated, at least from the formation of the excision space until the completion of the installation of the seismic isolation device that can provide seismic isolation, the horizontal beam that acts on the column beam frame while supporting the vertical column axial force It is a temporary structure during seismic isolation of an existing building that supports external force, and is fixedly installed on a pair of upper and lower existing beams of the column beam frame, spaced from the existing columns, and installed on the column beam frame. A rectangular temporary brace frame that supports the acting horizontal external force, a temporary support column that is erected between the temporary brace frame and the existing column and supports the vertical column axial force, and the temporary brace frame, Extend between the upper and lower ends of the temporary strut and the pair of upper and lower existing beams And provided, characterized in that a extended portion for supporting the said temporary supports to transmit the vertical pulling force generated on the temporary braced frames by a horizontal external force.

前記仮設ブレース架構は、上下一対の前記既存梁それぞれに定着される上下一対の枠梁と、左右一対の前記既存柱から間隔を隔てて配設され、上記枠梁を上下方向に連結する左右一対の枠柱と、これら枠柱と枠梁で取り囲まれた内部に配設されるブレースとから構成され、前記延設部は上記枠梁に一体的に設けられることを特徴とする。   The temporary braced frame is provided with a pair of upper and lower frame beams fixed to each of the upper and lower pair of existing beams and a pair of left and right frames that are spaced apart from the pair of left and right existing columns and connect the frame beams in the vertical direction. The frame pillars and braces disposed inside the frame pillars and the frame beams, and the extending portion is provided integrally with the frame beams.

前記延設部は、前記既存梁に定着されて当該既存梁を補強することを特徴とする。   The extending portion is fixed to the existing beam and reinforces the existing beam.

前記延設部は、少なくとも前記仮設支柱の端部周辺が前記既存梁に定着されて当該既存梁を補強することを特徴とする。   The extended portion is characterized in that at least the periphery of the end portion of the temporary support column is fixed to the existing beam to reinforce the existing beam.

前記延設部は、前記既存柱に対し、水平方向に接合されることを特徴とする。   The extended portion is joined to the existing pillar in a horizontal direction.

本発明にかかる既存建物の免震化施工中の仮設構造にあっては、水平外力を負担するためのブレースを通じて発生する上下方向の引き抜き力を合理的に分散させることにより、仮設構造を既存梁に接合するための後施工アンカーの施工を軽減することができる。   In the temporary structure during the seismic isolation construction of the existing building according to the present invention, the temporary structure is converted to the existing beam by rationally distributing the vertical pull-out force generated through the braces for bearing the horizontal external force. It is possible to reduce the construction of post-installed anchors for joining to the steel.

本発明に係る既存建物の免震化施工中の仮設構造の好適な一実施形態を示す正面図である。It is a front view which shows suitable one Embodiment of the temporary structure during the seismic isolation construction of the existing building which concerns on this invention. 図1に示した既存建物の免震化施工中の仮設構造の作用を説明する説明図である。It is explanatory drawing explaining the effect | action of the temporary structure during the seismic isolation construction of the existing building shown in FIG. 本発明に係る既存建物の免震化施工中の仮設構造の変形例を示す、柱梁架構の要部拡大図である。It is a principal part enlarged view of a column beam frame which shows the modification of the temporary structure in the base-isolation construction of the existing building which concerns on this invention.

以下に、本発明にかかる既存建物の免震化施工中の仮設構造の好適な実施形態を、添付図面を参照して詳細に説明する。図1は、本実施形態に係る既存建物の免震化施工中の仮設構造の正面図、図2は、図1に示した仮設構造の作用を説明する説明図である。   Hereinafter, preferred embodiments of a temporary structure during seismic isolation of an existing building according to the present invention will be described in detail with reference to the accompanying drawings. FIG. 1 is a front view of a temporary structure during seismic isolation construction of an existing building according to the present embodiment, and FIG. 2 is an explanatory diagram for explaining the operation of the temporary structure shown in FIG.

図1には、免震化施工される既存建物に設けられる柱梁架構1が示されている。既存建物は、S造、RC造あるいはSRC造のいずれであっても良い。図示例は、RC造の既存建物が示されている。また、免震化施工は、既存建物を継続して使用しながら行う、居ながら施工で行われる。   FIG. 1 shows a column beam frame 1 provided in an existing building to be seismically isolated. The existing building may be S, RC or SRC. In the illustrated example, an existing building made of RC is shown. In addition, seismic isolation construction is carried out while the existing building is being used continuously.

既存建物の免震化について略述すると、免震装置2を設置する階層の全てもしくは選択した既存柱3に対して、順次免震装置2を設置していく。免震装置2を設置しない既存柱3がある場合には、当該既存柱3は上下に分断される。また、設置されている壁も上下に分断される。   Briefly describing the seismic isolation of existing buildings, the seismic isolation devices 2 are sequentially installed for all or selected existing pillars 3 in the hierarchy where the seismic isolation devices 2 are installed. When there is an existing pillar 3 on which the seismic isolation device 2 is not installed, the existing pillar 3 is divided vertically. In addition, the installed wall is also divided up and down.

これにより、免震装置2を設置する階層では、壁を含めて柱梁架構1が上下に分断され、分断された柱梁架構1の全ての既存柱3もしくは選択された既存柱3に設置された免震装置2が、それよりも下層に対し、それよりも上層を免震支持するようになっている。   As a result, at the level where the seismic isolation device 2 is installed, the column beam frame 1 including the wall is divided into upper and lower parts, and installed on all existing columns 3 or selected existing columns 3 of the divided column beam frame 1. The seismic isolation device 2 supports the upper layer from the lower layer.

免震装置2の設置作業は、概略以下の手順で行われる。まず、既存柱3に隣接させて、上下一対の既存梁4a,4b間に仮設支柱5が設置される。仮設支柱5は、上下方向に伸縮可能に構成される。上下一対の既存梁4a,4b間で仮設支柱5を上方へ伸長させ、仮設支柱5に上下方向柱軸力Faを支持させる準備を行う。次いで、既存柱3の上下方向中間部分を切除する。切除作業により、上下方向柱軸力Faが仮設支柱5に移し替えられ、仮設支柱5が、既存柱3に代わって、上下方向柱軸力Faを支持する。   The installation work of the seismic isolation device 2 is performed according to the following general procedure. First, the temporary support column 5 is installed between the pair of upper and lower existing beams 4 a and 4 b adjacent to the existing column 3. The temporary support column 5 is configured to be extendable in the vertical direction. The temporary support column 5 is extended upward between the pair of upper and lower existing beams 4a and 4b, and the temporary support column 5 is prepared to support the vertical column axial force Fa. Next, the intermediate portion in the vertical direction of the existing pillar 3 is cut out. By the cutting operation, the vertical column axial force Fa is transferred to the temporary column 5, and the temporary column 5 supports the vertical column axial force Fa instead of the existing column 3.

既存柱3を切除して形成された切除空間6に、免震装置2を挿入し、その上下端をぞれぞれ、切除空間6下方の下部既存柱部分3a及び切除空間6上方の上部既存柱部分3bに接合する。この接合によって免震装置2の設置が完了すると、当該免震装置2によって免震作用が発揮される。その後、仮設支柱5を下方へ収縮させ、免震装置2の設置された既存柱3に上下方向柱軸力Faを移し替えて支持させる。   The seismic isolation device 2 is inserted into the excision space 6 formed by excising the existing pillar 3, and the upper and lower ends of the seismic isolation device 2, respectively, the lower existing pillar part 3 a below the excision space 6 and the upper existing part above the excision space 6. It joins to the column part 3b. When the installation of the seismic isolation device 2 is completed by this joining, the seismic isolation device 2 exhibits the seismic isolation effect. Thereafter, the temporary support column 5 is contracted downward, and the vertical column axial force Fa is transferred to and supported by the existing column 3 where the seismic isolation device 2 is installed.

上述のようにして既存建物を免震化する際に、既存柱3による上下方向柱軸力Faの支持作用が失われる、切除空間6の形成段階から免震装置2の設置までの間、好ましくは、少なくとも切除空間6の形成前から免震作用が得られる免震装置2の設置完了までの間、既存建物を健全に保持するために、柱梁架構1に対して仮設構造が設置される。   When the existing building is seismically isolated as described above, the support action of the vertical column axial force Fa by the existing column 3 is lost, preferably from the formation stage of the excision space 6 to the installation of the seismic isolation device 2. In order to keep the existing building healthy at least until the installation of the seismic isolation device 2 capable of obtaining a seismic isolation action is formed at least before the excision space 6 is formed, a temporary structure is installed on the column beam frame 1 .

仮設構造は、既存柱3に代わって上下方向柱軸力Faを支持する機能と、柱梁架構1に作用する水平外力Fbを支持する機能を発揮する。上下方向柱軸力Faを支持する機能は仮設支柱5によって担われる。従って、仮設構造には、仮設支柱5が含まれる。   The temporary structure exhibits a function of supporting the vertical column axial force Fa in place of the existing column 3 and a function of supporting the horizontal external force Fb acting on the column beam frame 1. The function of supporting the vertical column axial force Fa is performed by the temporary support column 5. Accordingly, the temporary structure includes the temporary support column 5.

柱梁架構1内の開口部には、長方形状の仮設ブレース架構7が設けられる。仮設ブレース架構7は、長方形の上辺及び下辺に位置して設けられる、等しい長さの上下一対の枠梁8a,8bと、上下一対の枠梁8a,8bの右端同士及び左端同士を上下方向に連結する、等しい長さの左右一対の枠柱9と、これら枠柱9と枠梁8a,8bで取り囲まれた内部に配設されるブレース10とから構成される。   A rectangular temporary brace frame 7 is provided in the opening in the column beam frame 1. The temporary braced frame 7 is provided on the upper and lower sides of the rectangle, and a pair of upper and lower frame beams 8a and 8b having the same length and the right and left ends of the pair of upper and lower frame beams 8a and 8b are arranged in the vertical direction. A pair of left and right frame pillars 9 of equal length and a brace 10 disposed inside the frame pillars 9 and the frame beams 8a and 8b are connected.

仮設ブレース架構7は、上下一対の枠梁8a,8bがそれぞれ、柱梁架構1の上下一対の既存梁4a,4bに接合されて、柱梁架構1内の開口部に設置される。仮設ブレース架構7は、仮設支柱5を避けて、左右一対の枠柱9それぞれが、左右一対の既存柱3から間隔を隔てて位置するように、柱梁架構1に設置される。   The temporary brace frame 7 is installed at an opening in the column beam frame 1 by joining a pair of upper and lower frame beams 8 a and 8 b to the pair of upper and lower existing beams 4 a and 4 b of the column beam frame 1. The temporary brace frame 7 is installed on the column beam frame 1 so that the pair of left and right frame columns 9 are located at a distance from the pair of left and right existing columns 3 while avoiding the temporary column 5.

仮設ブレース架構7は、4本の枠柱9と枠梁8a,8bによって、長方形状に形成される。ブレース10として図示例では、X型ブレースが示されている。しかしながら、ブレース10としては、K型やV型、Y型など種々の形態が知られていて、どのような形態のブレース10を組み込んでも良い。   The temporary brace frame 7 is formed in a rectangular shape by four frame columns 9 and frame beams 8a and 8b. In the illustrated example, an X-type brace is shown as the brace 10. However, as the brace 10, various forms such as K-type, V-type, and Y-type are known, and any form of brace 10 may be incorporated.

斜め方向の構造要素を含むブレース10は、柱梁架構1に加わる水平外力Fbを、上方の既存梁4aから斜めに下方の既存梁4bへ伝達し、当該水平外力Fbを、その軸方向に作用する圧縮力及び引張力として支持するようになっている。仮設ブレース架構7の枠柱9、枠梁8a,8b及びブレース10は、鉄骨材で形成される。図示例では、枠柱9と枠梁8a,8bで組んだ長方形状の四隅に、ブラケット11を介して、X型ブレース10のブレース材10a,10bの端部がそれぞれ接合されている。   The brace 10 including the structural elements in the oblique direction transmits the horizontal external force Fb applied to the column beam frame 1 from the upper existing beam 4a to the lower existing beam 4b obliquely, and the horizontal external force Fb acts in the axial direction. It supports as compressive force and tensile force to do. The frame column 9, the frame beams 8a and 8b, and the brace 10 of the temporary brace frame 7 are formed of a steel frame material. In the illustrated example, the end portions of the brace members 10a and 10b of the X-type brace 10 are joined to the four corners of the rectangle formed by the frame column 9 and the frame beams 8a and 8b via the bracket 11, respectively.

仮設ブレース架構7は詳細には、次のようにして、柱梁架構1内に設置される。下方の既存梁4bには、左右一対の枠柱9間において、既存梁4bの長さ方向に沿って複数の後施工アンカー12が施工される。次いで、後施工アンカー12の上端を露出させる高さで、下方の既存梁4b上には、無収縮モルタル13が施工される。施工された無収縮モルタル13の上に、仮設ブレース架構7が設置される。仮設ブレース架構は、枠梁8a,8b等を予め組んで作成されている。後施工アンカー12の施工範囲は、既存柱3間であっても良い。   Specifically, the temporary brace frame 7 is installed in the column beam frame 1 as follows. A plurality of post-construction anchors 12 are constructed on the lower existing beam 4b along the length direction of the existing beam 4b between the pair of left and right frame columns 9. Next, the non-shrink mortar 13 is constructed on the existing beam 4b below at a height that exposes the upper end of the post-construction anchor 12. A temporary brace frame 7 is installed on the applied non-shrink mortar 13. The temporary braced frame is created by assembling frame beams 8a, 8b and the like in advance. The construction range of the post-construction anchor 12 may be between the existing pillars 3.

設置された仮設ブレース架構7は、後施工アンカー12の上端にナットで下方の枠梁8bが締結されることにより、下方の既存梁4b上に定着される。また、上方の既存梁4aには、左右一対の枠柱9間において、既存梁4aの長さ方向に沿って複数の後施工アンカー12が施工される。次いで、後施工アンカー12の下端にナットで上方の枠梁8aが締結され、その後、枠梁8aと既存梁4aの隙間に無収縮モルタル13が充填されることにより、仮設ブレース架構7は、上方の既存梁4a下に定着される。上方の既存梁4aについても、後施工アンカー12の施工範囲は、既存柱3間であっても良い。   The installed temporary braced frame 7 is fixed on the lower existing beam 4b by fastening the lower frame beam 8b with a nut to the upper end of the post-construction anchor 12. In addition, a plurality of post-construction anchors 12 are constructed on the upper existing beam 4a between the pair of left and right frame columns 9 along the length direction of the existing beam 4a. Next, the upper frame beam 8a is fastened with a nut to the lower end of the post-installed anchor 12, and then the non-shrink mortar 13 is filled in the gap between the frame beam 8a and the existing beam 4a. Is fixed below the existing beam 4a. Also for the upper existing beam 4a, the construction range of the post-construction anchor 12 may be between the existing columns 3.

上述した仮設支柱5は、上下一対の既存梁4a,4bの間であって、仮設ブレース架構7の左右一対の枠柱9と左右一対の既存柱3との間にそれぞれ立設される。各仮設支柱5は、上記の通り、少なくとも切除空間6の形成前から免震作用が得られる免震装置2の設置完了までの間、既存柱3に代わって、上下方向柱軸力Faを支持する。   The above-mentioned temporary support column 5 is erected between the pair of upper and lower existing beams 4 a and 4 b and between the pair of left and right frame columns 9 and the pair of left and right existing columns 3 of the temporary brace frame 7. As described above, each temporary support column 5 supports the vertical column axial force Fa in place of the existing column 3 at least before the excision space 6 is formed and until the installation of the seismic isolation device 2 capable of obtaining the seismic isolation function is completed. To do.

仮設ブレース架構7には、これより既存柱3側へ延長して、延設部14a,14bが設けられる。延設部14a,14bは、上下一対の枠梁8a,8bそれぞれに一体的に、枠梁8a,8bの長さ方向に既存梁4a,4bに沿って設けられ、左右一対の枠柱9から既存柱3側へ張り出される。延設部14a,14bは、枠梁8a,8bの一部として一体であっても良いし、各種接合方法で延設部14a,14bを枠梁8a,8bに接合して一体化しても良い。   The temporary brace frame 7 is provided with extended portions 14a and 14b extending from the existing pillar 3 side. The extending portions 14a and 14b are provided integrally with the pair of upper and lower frame beams 8a and 8b along the existing beams 4a and 4b in the length direction of the frame beams 8a and 8b. Projects to the existing pillar 3 side. The extension portions 14a and 14b may be integrated as a part of the frame beams 8a and 8b, or may be integrated by joining the extension portions 14a and 14b to the frame beams 8a and 8b by various joining methods. .

延設部14a,14bも、鉄骨材で形成される。延設部14a,14bの断面形態は、梁枠8a,8bと同一であっても良いし、梁枠8a,8bに対して、断面二次モーメントや断面係数を増した形態としたり、減らした形態としても良い。   The extending portions 14a and 14b are also formed of steel frames. The cross-sectional form of the extending portions 14a and 14b may be the same as the beam frames 8a and 8b, or the cross-sectional secondary moment and the cross-section coefficient are increased or reduced with respect to the beam frames 8a and 8b. It is good also as a form.

下方の延設部14bは、仮設ブレース架構7から仮設支柱5の下端部5a下に達する長さで形成される。上方の延設部14aも、仮設ブレース架構7から仮設支柱5の上端部5b上に達する長さで形成される。従って、延設部14a,14bは、仮設支柱5の上下両端部5a,5bと上下一対の既存梁4a,4bとの間それぞれに延長して設けられる。   The lower extending portion 14 b is formed with a length that extends from the temporary brace frame 7 to below the lower end portion 5 a of the temporary support column 5. The upper extending portion 14 a is also formed with a length reaching from the temporary brace frame 7 to the upper end portion 5 b of the temporary support column 5. Therefore, the extended portions 14a and 14b are provided to extend between the upper and lower end portions 5a and 5b of the temporary support column 5 and the pair of upper and lower existing beams 4a and 4b, respectively.

これにより、延設部14a,14bは、下方の既存梁4b上もしくは上方の既存梁4a下に、既存梁4a,4bと仮設支柱5との間に挟み込んで設けられる。言い換えれば、下方の既存梁4b上もしくは上方の既存梁4a下に設置された上下一対の延設部14a,14bの間に、仮設支柱5が設けられる。   Accordingly, the extending portions 14a and 14b are provided between the existing beams 4a and 4b and the temporary support column 5 on the existing beam 4b on the lower side or the existing beam 4a on the upper side. In other words, the temporary support column 5 is provided between the pair of upper and lower extension portions 14a and 14b installed on the lower existing beam 4b or the upper existing beam 4a.

仮設支柱5は上下方向の力(上下方向柱軸力Fa)のみを負担するので、仮設支柱5の上下両端部5a,5bは、延設部14a,14bに接合しても、接合しなくても良い。仮設ブレース架構7から張り出す上下左右の延設部14a,14bは、梁枠8a,8bと同様に、枠梁8a,8bから連続してその長さ方向全長にわたって、力を伝達する後施工アンカー12及び無収縮モルタル13を介して、上下の既存梁4a,4bそれぞれに接合されて定着される。   Since the temporary support column 5 bears only the vertical force (vertical column axial force Fa), the upper and lower end portions 5a and 5b of the temporary support column 5 are not bonded even if they are bonded to the extended portions 14a and 14b. Also good. The extension parts 14a, 14b projecting from the temporary braced frame 7 are post-installed anchors that transmit force over the entire length in the length direction continuously from the frame beams 8a, 8b, like the beam frames 8a, 8b. 12 and the non-shrink mortar 13 are bonded and fixed to the upper and lower existing beams 4a and 4b, respectively.

これにより、仮設ブレース架構7から仮設支柱5にわたる間の既存梁4a,4bの部分が、延設部14a,14bによって補強される。また、延設部14a,14bは、仮設ブレース架構7の四隅に発生する力を仮設支柱5に分散させて伝達する。   Thereby, the part of the existing beams 4a and 4b between the temporary brace frame 7 and the temporary support column 5 is reinforced by the extended portions 14a and 14b. In addition, the extending portions 14 a and 14 b transmit the forces generated at the four corners of the temporary brace frame 7 in a distributed manner to the temporary support columns 5.

次に、本実施形態に係る既存建物の免震化施工中の仮設構造の作用について説明する。図1及び図2に示すように、免震装置2を設置する免震化施工対象の階層では、地震力等の水平外力Fbが作用すると、この水平外力Fbは、上方の既存梁4aから仮設ブレース架構7に伝達され、下方の既存梁4b側に支持反力をとって支持される。   Next, the operation of the temporary structure during the seismic isolation construction of the existing building according to the present embodiment will be described. As shown in FIGS. 1 and 2, when a horizontal external force Fb such as seismic force is applied to the level of the seismic isolation construction target where the seismic isolation device 2 is installed, the horizontal external force Fb is temporarily installed from the upper existing beam 4 a. It is transmitted to the brace frame 7 and is supported by supporting reaction force on the lower existing beam 4b side.

水平外力Fbが上方の既存梁4aに横向きに作用すると、後施工アンカー12がこの水平外力Fbを仮設ブレース架構7の上側の枠梁8aにせん断作用で伝達する。水平外力Fbが上側の枠梁8aから入力されたブレース架構7では、図中、右下がりの斜め傾斜のブレース材10b(以下、圧縮ブレース材という)にその軸方向に沿って圧縮力が発生すると同時に、左下がりの斜め傾斜のブレース材10a(以下、引張ブレース材という)にその軸方向に沿って引張力が発生する。   When the horizontal external force Fb acts laterally on the existing beam 4a above, the post-construction anchor 12 transmits this horizontal external force Fb to the upper frame beam 8a of the temporary brace frame 7 by a shearing action. In the braced frame 7 in which the horizontal external force Fb is inputted from the upper frame beam 8a, when a compressive force is generated along the axial direction of the brace material 10b (hereinafter referred to as a compressed brace material) that is slanted to the right in the drawing. At the same time, a tensile force is generated along the axial direction of the diagonally downwardly inclined brace material 10a (hereinafter referred to as a tensile brace material).

引張ブレース材10aの両端部が接合される仮設ブレース架構7の左下及び右上の隅角部周辺では、上下それぞれの枠梁8a,8bを介し、後施工アンカー12を通じて、上下それぞれの既存梁4a,4bに対し局所的に、左側の枠柱9を下方の既存梁4bから引き上げ、また、右側の枠柱9を上方の既存梁4aから引き下ろす引き抜き力Fcが発生する。引き抜き力Fcの一部は、枠柱9が負担する。   In the vicinity of the lower left and upper right corners of the temporary brace frame 7 to which both ends of the tensile brace member 10a are joined, the upper and lower existing beams 4a, A pulling force Fc for pulling up the left frame column 9 from the lower existing beam 4b and pulling down the right frame column 9 from the upper existing beam 4a is generated locally with respect to 4b. The frame column 9 bears a part of the pull-out force Fc.

なお、圧縮ブレース材10bの両端部が接合される仮設ブレース架構7の左上及び右下の隅角部周辺では、上下それぞれの枠梁8a,8bを介して、圧縮ブレース材10bの端部を上下それぞれの既存梁4a,4bに押し付ける圧縮力Fdが発生する。この圧縮力Fdは、既存梁4a,4bに反力Feを得て、当該既存梁4a,4bによって十分に支持される。   In the vicinity of the upper left and lower right corners of the temporary brace frame 7 to which both ends of the compressed brace material 10b are joined, the ends of the compressed brace material 10b are moved up and down via the upper and lower frame beams 8a and 8b. A compressive force Fd that presses against each of the existing beams 4a and 4b is generated. This compressive force Fd obtains a reaction force Fe on the existing beams 4a and 4b and is sufficiently supported by the existing beams 4a and 4b.

本実施形態では、仮設ブレース架構7に延設部14a,14bを設けているので、仮設ブレース架構7の隅角部周辺では、引張ブレース材10aに発生した引張力による引き抜き力Fcが延設部14a,14bへ分散される。   In the present embodiment, since the extension portions 14a and 14b are provided in the temporary brace frame 7, the pull-out force Fc due to the tensile force generated in the tensile brace material 10a is extended around the corners of the temporary brace frame 7. 14a and 14b.

仮設ブレース架構7の左下隅角部周りについて説明すると、延設部14bは、下方の既存梁4bに定着されて当該既存梁4bを補強しつつ、既存梁4bと仮設支柱5の下端部5aとの間に設けられているので、延設部14bに伝達された引き抜き力Fcは、仮設支柱5の下端部5aから仮設支柱5に作用し、当該仮設支柱5によって引き抜き力Fcを支持することができる。   The area around the lower left corner of the temporary brace frame 7 will be described. The extended portion 14b is fixed to the existing beam 4b below and reinforces the existing beam 4b, while the existing beam 4b and the lower end 5a of the temporary support column 5 are The pull-out force Fc transmitted to the extended portion 14b acts on the temporary support column 5 from the lower end portion 5a of the temporary support column 5 so that the pull-out force Fc is supported by the temporary support column 5. it can.

すなわち、上下方向柱軸力Faを支持している仮設支柱5が引き抜き力Fcに抵抗する作用を負担するので、上下方向柱軸力Faが引き抜き力Fcを相殺し、仮設ブレース架構7の左下隅角部周辺で既存梁4bが引き抜き力Fcを支持する負担を軽減もしくはなくすことができる。   That is, since the temporary support column 5 supporting the vertical column axial force Fa bears the action of resisting the extraction force Fc, the vertical column axial force Fa cancels the extraction force Fc, and the lower left corner of the temporary brace frame 7 It is possible to reduce or eliminate the burden of the existing beam 4b supporting the pulling force Fc around the corner.

仮設ブレース架構7の右上隅角部周りについても同様であって、延設部14aが、上方の既存梁4aに定着されて当該既存梁4aを補強しつつ、既存梁4aと仮設支柱5の上端部5bとの間に設けられているので、延設部14aに伝達された引き抜き力Fcは、仮設支柱5の上端部5bから仮設支柱5に作用し、当該仮設支柱5によって引き抜き力Fcを支持することができる。これにより、仮設ブレース架構7の右上隅角部周辺で既存梁4aが引き抜き力Fcを支持する負担を軽減もしくはなくすことができる。   The same applies to the area around the upper right corner of the temporary braced frame 7. The extended portion 14 a is fixed to the upper existing beam 4 a to reinforce the existing beam 4 a, and the upper ends of the existing beam 4 a and the temporary support column 5. The pull-out force Fc transmitted to the extended portion 14a acts on the temporary support column 5 from the upper end portion 5b of the temporary support column 5, and the temporary support column 5 supports the extraction force Fc. can do. Thereby, it is possible to reduce or eliminate the burden of the existing beam 4a supporting the pull-out force Fc around the upper right corner of the temporary brace frame 7.

本実施形態に係る既存建物の免震化施工中の仮設構造は言い換えれば、特許文献2における枠付ブレースの縦材が負担する引き抜き側の応力を、既設梁4a,4bを介することなく、仮設支柱5へ伝達するもので、横材に相当する枠梁8a,8bの延設部14a,14bが仮設支柱5へ引き抜き側の応力を伝達し、仮設支柱5が負担している上下方向柱軸力Faでこの応力を相殺し、これによって、既設梁4a,4bに施工すべき後施工アンカー12の施工数量を減少させることができるようになっている。   In other words, the temporary structure during the seismic isolation construction of the existing building according to the present embodiment is a temporary construction without causing the stress on the drawing side borne by the vertical member of the brace with a frame in Patent Document 2 without passing through the existing beams 4a and 4b. The vertical column axis which is transmitted to the support column 5, and the extending portions 14 a and 14 b of the frame beams 8 a and 8 b corresponding to the cross members transmit the drawing side stress to the temporary support column 5, and the temporary support column 5 bears This stress is canceled out by the force Fa, whereby the number of post-installed anchors 12 to be constructed on the existing beams 4a and 4b can be reduced.

仮設支柱5は、その上下軸方向強度が上下方向柱軸力Faと引き抜き力Fcの双方を支持し得る強度に設定される。   The temporary support column 5 is set so that the vertical axis strength thereof can support both the vertical column axial force Fa and the pull-out force Fc.

このように上下方向の引き抜き力Fcを、仮設ブレース架構7の延設部14a,14bによって仮設支柱5に合理的に分散させることができることにより、既存梁4a,4bの支持負担を軽減等することができるので、水平外力Fbを支持するブレース10を備えた仮設ブレース架構7に生じる力を既存梁4a,4bに伝達するために、仮設ブレース架構7と既存梁4a,4bとの間に施工される後施工アンカー12の施工数を削減することができる。その結果、仮設資材コスト、施工コストも低減することができる。   In this way, the pulling force Fc in the vertical direction can be rationally distributed to the temporary support column 5 by the extended portions 14a and 14b of the temporary brace frame 7, thereby reducing the support load of the existing beams 4a and 4b. Therefore, in order to transmit the force generated in the temporary brace frame 7 having the brace 10 that supports the horizontal external force Fb to the existing beams 4a and 4b, it is constructed between the temporary brace frame 7 and the existing beams 4a and 4b. The number of post-installation anchors 12 can be reduced. As a result, temporary material costs and construction costs can be reduced.

また、引き抜き力Fcを延設部14a,14bに分散できることにより、仮設ブレース架構7の枠柱9に作用する引き抜き力Fcも軽減できて、枠柱9の断面寸法も小さく抑えることができる。   Further, since the pulling force Fc can be distributed to the extending portions 14a and 14b, the pulling force Fc acting on the frame column 9 of the temporary brace frame 7 can be reduced, and the cross-sectional dimension of the frame column 9 can be kept small.

延設部14a,14bは、仮設支柱5に向かう枠梁8a,8bの延長部分として形成することができ、仮設ブレース架構7の構成が簡単であると共に、枠梁8a,8bの既存梁4a,4bへの施工と一連に、柱梁架構1内に容易に設置することができる。   The extending portions 14a and 14b can be formed as extensions of the frame beams 8a and 8b toward the temporary support column 5, and the configuration of the temporary brace frame 7 is simple, and the existing beams 4a and 8b of the frame beams 8a and 8b are formed. It can be easily installed in the column beam frame 1 in series with the construction to 4b.

図3には、上記実施形態の変形例が示されている。図3は、柱梁架構の要部拡大図である。図では、柱梁架構1の左上隅角部を示しているが、右上隅角部も同様である。   FIG. 3 shows a modification of the above embodiment. FIG. 3 is an enlarged view of a main part of the column beam frame. Although the figure shows the upper left corner of the column beam frame 1, the same applies to the upper right corner.

この変形例では、上方の延設部14aは、仮設支柱5の上端部5b周辺(図中、Daで示す)が上方の既存梁4aに定着されて当該既存梁4aを補強するように構成されている。言い換えれば、引き抜き力Fcの一部を負担する枠柱9上方の周辺(図中、Dbで示す)では、後施工アンカー12の設置及びモルタル13の充填が行われず、従って接合・定着がなされず、上方の枠梁8a及び延設部14aと上方の既存梁4aとの間に隙間16が形成される。上方の枠梁8aの一般部分(図中、Dcで示す)については、上述した通り、後施工アンカー12及びモルタル13が施工される。   In this modification, the upper extending portion 14a is configured such that the periphery of the upper end portion 5b of the temporary support column 5 (indicated by Da in the figure) is fixed to the upper existing beam 4a to reinforce the existing beam 4a. ing. In other words, in the vicinity (indicated by Db in the figure) above the frame column 9 that bears a part of the pull-out force Fc, the post-installed anchor 12 and the mortar 13 are not installed, and therefore, joining and fixing are not performed. A gap 16 is formed between the upper frame beam 8a and the extended portion 14a and the upper existing beam 4a. As for the general portion of the upper frame beam 8a (indicated by Dc in the figure), the post-construction anchor 12 and the mortar 13 are constructed as described above.

本変形例では、枠柱9直上周辺で上方の枠梁8aや延設部14aを上方の既存梁4aに接合しないため、上記実施形態で説明した枠柱9の負担する引き抜き力Fcや圧縮力Fdは既存梁4aには伝達されない。このため、上方の延設部14aを、少なくとも仮設支柱5の上端部5b周辺で上方の既存梁4aに定着して当該既存梁4aを補強するようにすれば、それ以外の部位の定着施工を省略して、上方の既存梁4aの補強範囲を狭めることができ、後施工アンカー12の施工数をさらに低減することができる。枠梁8aや延設部14aと既存梁4aとの間の隙間16は、枠柱9に作用する圧縮力Fdによって生じる変形以上であればよい。これは、下方の枠梁8b及び延設部14bと既存梁4bとの関係についても、同様である。   In the present modification, the upper frame beam 8a and the extended portion 14a are not joined to the upper existing beam 4a in the periphery immediately above the frame column 9, so that the pulling force Fc and compressive force borne by the frame column 9 described in the above embodiment are used. Fd is not transmitted to the existing beam 4a. For this reason, if the upper extending portion 14a is fixed to the upper existing beam 4a at least around the upper end portion 5b of the temporary support column 5 so as to reinforce the existing beam 4a, fixing work for other portions is performed. Omitting, the reinforcement range of the upper existing beam 4a can be narrowed, and the number of post-installed anchors 12 can be further reduced. The gap 16 between the frame beam 8a or the extending portion 14a and the existing beam 4a may be more than the deformation caused by the compressive force Fd acting on the frame column 9. The same applies to the relationship between the lower frame beam 8b and the extended portion 14b and the existing beam 4b.

上方の延設部14aは、既存柱3に対し、水平方向に接合するようにしてもよい。すなわち、図示するように、上方の延設部14aの水平方向端部14cを既存柱3の立面3cに当接させ、横向き水平方向に向けた後施工アンカー17で上方の延設部14aを既存柱3に接合するようにしても良い。   The upper extending portion 14a may be joined to the existing pillar 3 in the horizontal direction. That is, as shown in the drawing, the horizontal end portion 14c of the upper extension portion 14a is brought into contact with the vertical surface 3c of the existing pillar 3, and the upper extension portion 14a is moved by the post-construction anchor 17 directed horizontally. You may make it join to the existing pillar 3. FIG.

このように構成すれば、上方の既存梁4aと枠梁8a及び延設部14aとを接合する後施工アンカー12に加えて、上方の延設部14aと既存柱3との水平方向の接合により、さらに適切に水平外力Fbを仮設ブレース架構7に入力することができ、既存建物の免震化施工中の仮設構造をより有効に機能させることができる。   If comprised in this way, in addition to the post-construction anchor 12 which joins the upper existing beam 4a, the frame beam 8a, and the extension part 14a, by horizontal joining of the upper extension part 14a and the existing pillar 3 by horizontal joining. Furthermore, the horizontal external force Fb can be input to the temporary brace frame 7 more appropriately, and the temporary structure during the seismic isolation construction of the existing building can be functioned more effectively.

免震化施工では、既存柱3及び既存梁4a,4bを補強するために増し打ちをする場合がある。本実施形態における既存柱3及び既存梁4a,4bは、増し打ちされる場合には、当該増し打ち部分を含むものである。   In the seismic isolation construction, there is a case where extra striking is performed to reinforce the existing pillar 3 and the existing beams 4a and 4b. In the present embodiment, the existing pillar 3 and the existing beams 4a and 4b include the increased hitting portion when increased hitting.

1 柱梁架構
2 免震装置
3 既存柱
4a,4b 上下一対の既存梁
5 仮設支柱
5a 仮設支柱の下端部
5b 仮設支柱の上端部
6 切除空間
7 仮設ブレース架構
8a,8b 上下一対の枠梁
9 左右一対の枠柱
10 ブレース
14a,14b 延設部
Fa 上下方向柱軸力
Fb 水平外力
Fc 上下方向引き抜き力
DESCRIPTION OF SYMBOLS 1 Column beam frame 2 Seismic isolation device 3 Existing column 4a, 4b A pair of upper and lower existing beams 5 Temporary support | pillar 5a Lower end part of temporary support column 5b Upper end part of temporary support column 6 Cutting space 7 Temporary braced frame structure 8a, 8b A pair of upper and lower frame beams 9 A pair of left and right frame pillars 10 Braces 14a, 14b Extension portion Fa Vertical axis axial force Fb Horizontal external force Fc Vertical pulling force

Claims (5)

既存建物に設けられる柱梁架構の既存柱の中間部分を切除して形成される切除空間に免震装置を設置して、該既存建物を免震化する際に、少なくとも切除空間の形成前から免震作用が得られる免震装置の設置完了までの間、上下方向柱軸力を支持しつつ該柱梁架構に作用する水平外力を支持する既存建物の免震化施工中の仮設構造であって、
上記既存柱から間隔を隔てて、上記柱梁架構の上下一対の既存梁に定着して設置され、該柱梁架構に作用する水平外力を支持する長方形状の仮設ブレース架構と、
該仮設ブレース架構と上記既存柱との間に立設され、上下方向柱軸力を支持する仮設支柱と、
上記仮設ブレース架構に、上記仮設支柱の上下両端部と上下一対の上記既存梁との間へ延長して設けられ、水平外力によって該仮設ブレース架構に生じる上下方向引き抜き力を伝達して該仮設支柱に支持させる延設部とを備えたことを特徴とする既存建物の免震化施工中の仮設構造。
When installing the seismic isolation device in the excision space formed by excising the middle part of the existing column of the beam-column frame provided in the existing building and making the existing building seismic isolation, at least from before the excision space is formed Until the completion of the installation of the seismic isolation device that can provide seismic isolation, it is a temporary structure during the seismic isolation of an existing building that supports the horizontal external force acting on the column beam frame while supporting the vertical column axial force. And
A rectangular temporary braced frame that is fixedly installed on a pair of upper and lower existing beams of the column beam frame, spaced apart from the existing columns, and supports horizontal external force acting on the column beam frame, and
A temporary support column which is erected between the temporary brace frame and the existing column and supports vertical column axial force;
The temporary brace frame is provided to extend between the upper and lower ends of the temporary column and the pair of upper and lower existing beams, and transmits the vertical pull-out force generated in the temporary brace frame by a horizontal external force to transmit the temporary column. Temporary structure during seismic isolation construction of an existing building, characterized in that it is provided with an extension part to be supported by
前記仮設ブレース架構は、上下一対の前記既存梁それぞれに定着される上下一対の枠梁と、左右一対の前記既存柱から間隔を隔てて配設され、上記枠梁を上下方向に連結する左右一対の枠柱と、これら枠柱と枠梁で取り囲まれた内部に配設されるブレースとから構成され、前記延設部は上記枠梁に一体的に設けられることを特徴とする請求項1に記載の既存建物の免震化施工中の仮設構造。   The temporary braced frame is provided with a pair of upper and lower frame beams fixed to each of the upper and lower pair of existing beams and a pair of left and right frames that are spaced apart from the pair of left and right existing columns and connect the frame beams in the vertical direction. 2. The frame column according to claim 1, and a brace disposed inside the frame column and the frame beam, and the extending portion is provided integrally with the frame beam. Temporary structure during seismic isolation of the existing building. 前記延設部は、前記既存梁に定着されて当該既存梁を補強することを特徴とする請求項1または2に記載の既存建物の免震化施工中の仮設構造。   The temporary structure during seismic isolation construction of an existing building according to claim 1, wherein the extended portion is fixed to the existing beam and reinforces the existing beam. 前記延設部は、少なくとも前記仮設支柱の端部周辺が前記既存梁に定着されて当該既存梁を補強することを特徴とする請求項1または2に記載の既存建物の免震化施工中の仮設構造。   3. The existing building according to claim 1, wherein at least the periphery of the end of the temporary support column is fixed to the existing beam to reinforce the existing beam. Temporary structure. 前記延設部は、前記既存柱に対し、水平方向に接合されることを特徴とする請求項1〜4いずれかの項に記載の既存建物の免震化施工中の仮設構造。   The temporary structure during the seismic isolation construction of the existing building according to any one of claims 1 to 4, wherein the extended portion is joined to the existing column in a horizontal direction.
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