JP2009001974A - Existing-column cutting and holding method, and load bearing member - Google Patents

Existing-column cutting and holding method, and load bearing member Download PDF

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JP2009001974A
JP2009001974A JP2007161137A JP2007161137A JP2009001974A JP 2009001974 A JP2009001974 A JP 2009001974A JP 2007161137 A JP2007161137 A JP 2007161137A JP 2007161137 A JP2007161137 A JP 2007161137A JP 2009001974 A JP2009001974 A JP 2009001974A
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existing column
brackets
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JP5023388B2 (en
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Kazunori Okada
和憲 岡田
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Mase Kensetsu KK
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Abstract

<P>PROBLEM TO BE SOLVED: To provide an existing-column cutting and holding method which can reduce damage to an existing column, which can reduce labor and costs, associated with construction work, and which can enhance the safety of work in a narrow space; and to provide a load bearing member. <P>SOLUTION: In this method for cutting and holding the existing column 1 of a building, the existing column 1 is arranged between opposed apex-angle portions 30 and 32 of inclined planes of a pair of brackets 12 and 14 having the end inclined planes 24 and 26; a deformation-resistant and load-resistant member 16 is arranged between the end inclined planes 24 and 26 and the existing column 1; apex angle-side lateral surfaces 34 and 36 are bound together by a binding means 18 which detours around the existing column 1 in the state of sandwiching the existing column 1 in between; longitudinal-load bearing jacks 80 and 82 for the existing column 1 are arranged on the apex angle-side lateral surfaces 34 and 36 of the brackets 12 and 14; and the existing column 1 on the sides of the apex angle-side lateral surfaces 34 and 36 of the brackets 12 and 14 is cut. The load bearing member 10 is used for the existing-column cutting and holding method. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、既設柱を利用して建物を仮受けして、例えば、免震装置を取付ける免震レトロフィット工法の内の柱頭免震工法に用いられる既設柱切断保持方法及び荷重受け部材に関する。   The present invention relates to an existing column cutting and holding method and a load receiving member that are used for a stigma isolation method among seismic isolation retrofit methods for temporarily receiving a building using an existing column and attaching a seismic isolation device, for example.

従来、既存建物の免震工事においては、基礎下を掘削して建物を仮受けして免震装置を取付ける基礎下免震が多く用いられてきたが、基礎下免震は、工事が大規模にあることや、コストが多くかかることから、基礎下を掘削せずに、建物の任意の階で構造材である既設柱を切断して免震装置を取付ける柱頭免震を行う工法を利用する場合が増加しつつある。その時、免震装置取り付け階の床又は天井に十分な強度が無い場合などに、既設柱に、仮受けを行うためのブラケットを取付けて建物の重量仮受けを行う必要がある。   Conventionally, in base-isolated construction of existing buildings, the base-based seismic isolation, in which the base is excavated and the building is temporarily received and the seismic isolation device is installed, is often used. Therefore, without using excavation under the foundation, use a construction method that performs base-head seismic isolation by attaching existing seismic isolation devices by cutting existing pillars that are structural materials on any floor of the building. Cases are increasing. At that time, if the floor or ceiling of the floor where the seismic isolation device is installed does not have sufficient strength, it is necessary to attach a bracket for temporary reception to the existing pillar and perform weight temporary reception of the building.

このような柱頭免震の一例として、既設柱に後施工アンカーを締め込むことで、ジャッキ設置用のブラケットを取付けるようにした既設柱切断保持方法及び荷重受け部材が知られている（例えば、特許文献１参照）。   As an example of such a stigma isolation, an existing pillar cutting and holding method and a load receiving member in which a bracket for installing a jack is attached by tightening a post-installed anchor to an existing pillar (for example, patents) Reference 1).

上記特許文献１に開示された既設柱切断保持方法及び荷重受け部材は、図５に示すように、既設柱１０２の両側面に、ジャッキ設置用のブラケット１０４をそれぞれ取付けている。ブラケット１０４は、ジャッキ１０６の一端を支持する水平板部１０８と、既設柱１０２の側面に対向する垂直板部１１０と、両板部１０８，１１０に連結された補強リブ１１２と、からなり、ねじ孔付き金具１１４を通じて、垂直板部１１０から既設柱１０２にあと施工アンカー１１６を締め込むことで固定されている。   As shown in FIG. 5, the existing column cutting and holding method and the load receiving member disclosed in Patent Document 1 have the jacks 104 mounted on both sides of the existing column 102. The bracket 104 includes a horizontal plate portion 108 that supports one end of the jack 106, a vertical plate portion 110 that faces the side surface of the existing pillar 102, and a reinforcing rib 112 that is coupled to both the plate portions 108 and 110. The post-construction anchor 116 is fixed to the existing pillar 102 from the vertical plate portion 110 through the metal fitting 114 with a hole.

特開２００６−１１２０５１号公報JP 2006-112051 A

しかしながら、特許文献１に開示された既設柱切断保持方法及び荷重受け部材では、後施工アンカー１１６を既設柱１０２にねじ込ませることでブラケット１０４を既設柱１０２に固定しているために、後施工アンカー１１６のせん断強度及び既設柱１０２のコンクリートとの付着強度でもってジャッキアップ時の作用力に抵抗するようになっている。そのため、柱荷重や既設柱のコンクリート強度によっては、後施工アンカー１１６の本数を増加させる必要が生じたり、後施工アンカー１１６の径を増大させなければならなくなったり、後施工アンカー１１６用の孔加工の数を増加させなければならなくなったりして、柱としての強度不足や耐久性能の低下が生ずる虞がある。   However, in the existing column cutting and holding method and load receiving member disclosed in Patent Document 1, the bracket 104 is fixed to the existing column 102 by screwing the post-installed anchor 116 into the existing column 102. It resists the acting force at the time of jack-up with the shear strength of 116 and the adhesion strength of the existing pillar 102 to the concrete. Therefore, depending on the column load and the concrete strength of the existing column, it is necessary to increase the number of post-installed anchors 116, or the diameter of the post-installed anchors 116 must be increased, or the hole processing for the post-installed anchors 116 is performed. There is a possibility that the strength of the pillars may be insufficient or the durability performance may be deteriorated.

本発明は、上述した事情に鑑みてなされたもので、その目的は、既設柱への損傷を低減することができるとともに工事に係る手間及びコストを縮減することができ、狭小空間での作業の安全性を向上させることができる既設柱切断保持方法及び荷重受け部材を提供することにある。   The present invention has been made in view of the above-described circumstances, and its purpose is to reduce damage to existing pillars and to reduce labor and cost related to construction, and to work in a narrow space. An object of the present invention is to provide an existing column cutting and holding method and a load receiving member that can improve safety.

本発明に係る上記課題は、下記構成により達成される。
（１） 建築物既設柱の切断保持方法であって、
端部傾斜面を有する一対のブラケットの対向する傾斜面頂角部の間に前記既設柱を配設し、
前記傾斜面と前記既設柱との間には抗変形耐荷重部材が配置されており、
前記既設柱を挟んだ状態で当該既設柱を迂回する緊結手段により前記頂角側側面同士を緊結し、
前記ブラケットの前記頂角側側面に前記既設柱の長手方向荷重受けジャッキを配置し、
前記ブラケットの前記頂角側側面の側の前記既設柱を切断することを特徴とする既設柱切断保持方法。 The above-mentioned subject concerning the present invention is attained by the following composition.
(1) A method of cutting and holding an existing pillar of a building,
The existing pillar is disposed between the inclined corner apex portions of a pair of brackets having end inclined surfaces,
An anti-deformation load bearing member is disposed between the inclined surface and the existing column,
Tighten the apex-side surfaces together by fastening means that bypasses the existing pillars with the existing pillars sandwiched between them,
A longitudinal load receiving jack of the existing column is arranged on the side surface of the vertical angle of the bracket,
The existing column cutting and holding method, wherein the existing column on the side of the apex side of the bracket is cut.

このように構成された既設柱切断保持方法によれば、
一対のブラケットの対向する傾斜面頂角部の間に既設柱が配設され、傾斜面と既設柱との間に抗変形耐荷重部材が配置され、既設柱を挟んだ状態で既設柱を迂回する緊結手段により頂角側側面同士が緊結され、ブラケットの頂角側側面に既設柱の長手方向荷重受けジャッキが配置される。そして、ブラケットの頂角側側面の側の既設柱が切断される。このとき、ブラケットは、傾斜面頂角部を支点とし、長手方向荷重受けジャッキが配置された頂角側側面の位置を力点とした回転モーメントが与えられることで既設柱に対する緊結力が得られて保持されるために、長手方向荷重受けジャッキを配置する以前には、ブラケットが落下しない程度の緊結力を緊結手段より加えるだけとなる。また、既設柱と傾斜面との間に抗変形耐荷重部材が配置されるために、既設柱に傷を殆ど与える虞がない。これにより、従来のものと比べて、既設柱への損傷を低減することができるとともに、ブラケット取り外しとその後処理も容易且つ綺麗に処理でき、しかも工事に係る手間及びコストを縮減することができ、狭小空間での作業の安全性を向上させることができる。 According to the existing pillar cutting and holding method configured as described above,
An existing column is disposed between the opposing corners of the pair of brackets, and an anti-deformation load-bearing member is disposed between the inclined surface and the existing column, bypassing the existing column with the existing column in between The vertical angle side surfaces are bonded to each other by the tightening means, and the longitudinal load receiving jacks of the existing columns are arranged on the vertical angle side surfaces of the bracket. And the existing pillar by the side of the apex side surface of a bracket is cut | disconnected. At this time, the bracket is provided with a tightening force with respect to the existing column by being given a rotational moment with the apex-side corner of the inclined surface as a fulcrum and the position of the apex-side surface where the longitudinal load receiving jack is placed as a power point. In order to be held, before the longitudinal load receiving jack is arranged, only a tightening force that does not cause the bracket to drop is applied from the tightening means. In addition, since the anti-deformation load bearing member is disposed between the existing column and the inclined surface, there is almost no risk of scratching the existing column. This makes it possible to reduce the damage to the existing pillars compared to the conventional one, and to easily and cleanly remove the bracket and the subsequent processing, and reduce the labor and cost related to the construction. The safety of work in a narrow space can be improved.

（２） 前記抗変形耐荷重部材が前記傾斜面と前記既設柱との間に流し込まれて固化した後に使用されることを特徴とする上記（１）記載の既設柱切断保持方法。   (2) The existing column cutting and holding method according to (1), wherein the anti-deformation load-bearing member is used after being poured and solidified between the inclined surface and the existing column.

このように構成された既設柱切断保持方法によれば、
抗変形耐荷重部材が傾斜面と既設柱との間に流し込まれて固化した後に使用されることで、抗変形耐荷重部材の特性を生かして既設柱に対する損傷をさらに低減することができる。このような処理は抗変形耐荷重部材として主にモルタルを使用することにより実行される。 According to the existing pillar cutting and holding method configured as described above,
Since the anti-deformation load bearing member is used after being poured between the inclined surface and the existing column and solidified, damage to the existing column can be further reduced by taking advantage of the characteristics of the anti-deformation load bearing member. Such processing is performed mainly by using mortar as the anti-deformation load bearing member.

（３） 前記抗変形耐荷重部材が予め前記ブラケットの前記傾斜面に保持されていることを特徴とする上記（１）記載の既設柱切断保持方法。   (3) The existing column cutting and holding method according to (1) above, wherein the anti-deformation load bearing member is held in advance on the inclined surface of the bracket.

このように構成された既設柱切断保持方法によれば、
抗変形耐荷重部材がブラケットの傾斜面に予め保持されていれば、ブラケットを既設柱に組み付けた後に抗変形耐荷重部材を組み込む必要がなくなるので、作業性をさらに向上させることができる。 According to the existing pillar cutting and holding method configured as described above,
If the anti-deformation load-bearing member is held in advance on the inclined surface of the bracket, it is not necessary to incorporate the anti-deformation load-bearing member after assembling the bracket to the existing column, so that workability can be further improved.

（４） 前記一対の傾斜面頂角部の間への前記既設柱配設時に、当該頂角部と当該既設柱との間に緩衝部材を挿入することを特徴とする上記（１）〜上記（３）のいずれかに記載の既設柱切断保持方法。   (4) The buffer member is inserted between the apex portion and the existing column when the existing column is disposed between the pair of inclined surface apex portions. (3) The existing pillar cutting and holding method according to any one of (3).

このように構成された既設柱切断保持方法によれば、
一対の傾斜面頂角部の間への既設柱配設時に、頂角部と既設柱との間に緩衝部材が挿入されれば、緩衝部材により傾斜面頂角部が既設柱に食い込むようなことがなくなり、既設柱への損傷をさらに低減することができる。 According to the existing pillar cutting and holding method configured as described above,
When a buffer member is inserted between the apex portion and the existing column when the existing column is disposed between the pair of inclined surface apex portions, the apex portion of the inclined surface bites into the existing column by the buffer member. The damage to the existing pillars can be further reduced.

（５） 建築物既設柱の切断時に当該既設柱を保持する荷重受け部材であって、
対向する端部傾斜面を有する一対のブラケットと、
前記各端部傾斜面それぞれに配置されて前記既設柱との接触面を有する抗変形耐荷重部材と、
前記一対のブラケットの前記傾斜面頂角側側面に備えられて前記既設柱を挟む所定間隔を以て前記既設柱を迂回しつつ当該ブラケットを緊結可能な緊結手段と、
を有することを特徴とする荷重受け部材。 (5) A load receiving member for holding the existing pillar when the existing pillar is cut,
A pair of brackets having opposed end ramps;
An anti-deformation load bearing member disposed on each inclined surface of each end and having a contact surface with the existing pillar;
Tightening means provided on the side surfaces of the inclined surfaces of the pair of brackets and capable of tightening the bracket while bypassing the existing pillar with a predetermined interval sandwiching the existing pillar;
A load receiving member comprising:

このように構成された荷重受け部材によれば、
抗変形耐荷重部材が一対のブラケットの対向する端部傾斜面のそれぞれに配置されて接触面が既設柱へ接触され、緊結手段が一対のブラケットの傾斜面頂角側側面に備えられて既設柱を挟む所定間隔を以て既設柱を迂回しつつブラケットを緊結する。これにより、従来のものと比べて、既設柱への損傷を低減することができるとともに工事に係る手間及びコストを縮減することができ、狭小空間での作業の安全性を向上させることができる。 According to the load receiving member configured in this way,
An anti-deformation load bearing member is disposed on each of the opposing inclined inclined surfaces of the pair of brackets, the contact surface is in contact with the existing columns, and the fastening means is provided on the inclined surface apex side surfaces of the pair of brackets. The brackets are fastened while bypassing the existing pillars with a predetermined interval between them. Thereby, compared with the conventional one, it is possible to reduce the damage to the existing pillars, reduce the labor and cost related to the construction, and improve the safety of work in a narrow space.

（６） 前記傾斜面頂角部と前記既設柱との間に配置される緩衝部材を備えることを特徴とする上記（５）記載の荷重受け部材。   (6) The load receiving member according to (5), further comprising a buffer member disposed between the inclined surface apex portion and the existing column.

このように構成された荷重受け部材によれば、
一対のブラケットの傾斜面頂角部と既設柱との間の間に緩衝部材が配置されれば、緩衝部材により傾斜面頂角部が既設柱に食い込むようなことがなくなるので、既設柱への損傷をさらに低減することができる。 According to the load receiving member configured in this way,
If the buffer member is arranged between the inclined surface apex portion of the pair of brackets and the existing column, the inclined surface apex portion will not bite into the existing column by the buffer member. Damage can be further reduced.

本発明の既設柱切断保持方法及び荷重受け部材によれば、既設柱への損傷を低減することができるとともに工事に係る手間及びコストを縮減することができ、狭小空間での作業の安全性を向上させることができる既設柱切断保持方法及び荷重受け部材を提供できる。   According to the existing column cutting and holding method and the load receiving member of the present invention, it is possible to reduce the damage to the existing column and reduce the labor and cost related to the construction, and the safety of work in a narrow space can be reduced. An existing pillar cutting and holding method and a load receiving member that can be improved can be provided.

以下、本発明に係る既設柱切断保持方法及び荷重受け部材の複数の実施の形態例について図面を参照して詳細に説明する。   Hereinafter, a plurality of embodiments of an existing column cutting and holding method and a load receiving member according to the present invention will be described in detail with reference to the drawings.

（第１実施形態）
図１〜図３は本発明に係る既設柱切断保持方法及び荷重受け部材の第１実施形態を説明するものであり、図１は本発明の第１実施形態に係る既設柱切断保持方法を適用した荷重受け部材の正面図、図２は図１の平面・底面図、図３は図１のＩ−Ｉ線断面図である。 (First embodiment)
1 to 3 illustrate a first embodiment of the existing column cutting and holding method and load receiving member according to the present invention, and FIG. 1 applies the existing column cutting and holding method according to the first embodiment of the present invention. FIG. 2 is a plan / bottom view of FIG. 1, and FIG. 3 is a cross-sectional view taken along line II of FIG.

図１に示すように、既設柱切断保持方法を適用した荷重受け部材１０は、一対のブラケット１２，１４と、抗変形耐荷重部材１６と、緊結手段１８と、を含んで構成されており、建築物既設柱１の切断時に既設柱１を保持するのに用いられる。   As shown in FIG. 1, the load receiving member 10 to which the existing column cutting and holding method is applied includes a pair of brackets 12 and 14, an anti-deformation load bearing member 16, and a fastening means 18. It is used to hold the existing pillar 1 when cutting the existing pillar 1 of the building.

ブラケット１２，１４は、それぞれＨ鋼であり、既設柱１側の端部に、予め定められた角度でもって傾斜したブラケット端部プレート２０，２２がそれぞれ固定されている。これらブラケット端部プレート２０，２２は、対向する端部傾斜面２４，２６をそれぞれ有し、これら端部傾斜面２４，２６上に、複数の７本ずつの荷重部材固定用丸棒２８が等間隔で水平に取付けられている。この丸棒２８は図１では７本であるが、この数は必要とされる作用力やブラケットの大きさにより変わり、また、材料としては、基本的には鋼棒で、断面形状は丸形以外に、多角形としてもよい。ブラケット端部プレート２４，２６は、図１中下方側に、鋭角の傾斜面頂角部３０，３２をそれぞれ有する。   The brackets 12 and 14 are each made of H steel, and bracket end plates 20 and 22 that are inclined at a predetermined angle are fixed to end portions on the existing pillar 1 side, respectively. These bracket end plates 20 and 22 respectively have end inclined surfaces 24 and 26 facing each other, and a plurality of seven load member fixing round bars 28 are arranged on the end inclined surfaces 24 and 26, respectively. Installed horizontally at distance. Although the number of the round bars 28 is seven in FIG. 1, this number varies depending on the required acting force and the size of the bracket, and the material is basically a steel bar and the cross-sectional shape is round. In addition, it is good also as a polygon. The bracket end plates 24 and 26 have acute inclined surface apex portions 30 and 32, respectively, on the lower side in FIG.

ブラケット１２，１４は、頂角側側面３４，３６が図１中の下方側にそれぞれ配置され、これら頂角側側面３４，３６の傾斜面頂角部３０，３２寄りに、緊結手段１８の一部を構成するロット固定用プレート３８，４０が一対ずつ固定されている。ブラケット１２，１４は、既設柱１に対して傾斜面頂角部３０，３２をそれぞれ対向させて配置される。   The brackets 12 and 14 have apex side surfaces 34 and 36 arranged on the lower side in FIG. 1, respectively. A pair of lot fixing plates 38 and 40 constituting the portion are fixed one by one. The brackets 12 and 14 are arranged with the inclined surface apex portions 30 and 32 facing the existing pillar 1 respectively.

抗変形耐荷重部材１６は、セメント系無収縮グラウト材等の無収縮モルタル材であり、流動性に優れ、ブリーディング等の空隙を生ずることなく、確実な充填とスムースな施工を行うことができる材料である。抗変形耐荷重部材１６は、ブラケット１２，１４の端部傾斜面２４，２６と既設柱１との間に流し込まれて固化した後に使用される。なお、抗変形耐荷重部材１６としては、上記のモルタル材に代えて、硬化樹脂や硬質ゴムや炭素素材等を選択して用いることができる。   The anti-deformation load bearing member 16 is a non-shrink mortar material such as a cement-based non-shrink grout material, which is excellent in fluidity and capable of performing reliable filling and smooth construction without generating voids such as bleeding. It is. The anti-deformation load bearing member 16 is used after being cast and solidified between the end inclined surfaces 24 and 26 of the brackets 12 and 14 and the existing pillar 1. As the anti-deformation load bearing member 16, a cured resin, a hard rubber, a carbon material, or the like can be selected and used instead of the mortar material.

図２に示すように、緊結手段１８は、上述した二対のロット固定用プレート３８，４０と、２本のロット４２，４４と、２本のロット保護用鋼菅部材４６，４８と、２本のブラケット緊結用鋼棒５０，５２と、４個の座金５４と、４個の締結部材５６と、からなる。   As shown in FIG. 2, the fastening means 18 includes the above-described two pairs of lot fixing plates 38, 40, two lots 42, 44, two lot protecting steel plate members 46, 48, 2 The brackets are made up of steel bars 50 and 52 for binding the brackets, four washers 54 and four fastening members 56.

ロット固定用プレート３８，４０は、頂角側側面３４，３６から下方に所定距離だけ離れたロット挿通孔５８，６０をそれぞれ有し、これらロット挿通孔５８，６０にロット４２，４４がそれぞれ回動自在に挿通されている。ロット挿通孔５８，６０の頂角側側面３４，３６からの離間距離は、図１に示す距離より大きくても良い。   The lot fixing plates 38 and 40 have lot insertion holes 58 and 60 which are spaced apart from the apex side surfaces 34 and 36 by a predetermined distance, respectively. The lots 42 and 44 are rotated in the lot insertion holes 58 and 60, respectively. It is inserted freely. The distance of the lot insertion holes 58 and 60 from the apex side surfaces 34 and 36 may be larger than the distance shown in FIG.

ロット４２，４４は、金属製の丸棒であり、それぞれの両端部側に緊結部材挿通孔６２，６４を有する。ロット４２，４４は、ロット固定用プレート３８，４０の間に円筒形状のロット保護用鋼管部材４６，４８がそれぞれ外装され、緊結部材挿通孔６２，６４がロット固定用プレート３８，４０の外側に露出されている。   The lots 42 and 44 are metal round bars, and have binding member insertion holes 62 and 64 on both ends. In the lots 42 and 44, cylindrical lot protecting steel pipe members 46 and 48 are respectively sheathed between the lot fixing plates 38 and 40, and the fastening member insertion holes 62 and 64 are provided outside the lot fixing plates 38 and 40. Exposed.

ブラケット緊結用鋼棒５０，５２は、両端部に雄ねじ部６６，６８を有するＰＣ鋼棒である。ブラケット緊結用鋼棒５０，５２は、ロット固定用プレート３８，４０の外側に露出しているロット４２，４４の緊結部材挿通孔６２，６４にそれぞれ挿通され、座金５４を介して雄ねじ部６６，６８に締結部材５６がそれぞれ締め込まれることで、既設柱１を迂回した両外側でもってブラケット１２，１４がそれぞれ接近する方向に緊結される。   The bracket binding steel bars 50 and 52 are PC steel bars having male thread portions 66 and 68 at both ends. The bracket binding steel bars 50 and 52 are respectively inserted into the fastening member insertion holes 62 and 64 of the lots 42 and 44 exposed to the outside of the lot fixing plates 38 and 40, and the male screw portions 66 and 64 are inserted through the washers 54. When the fastening members 56 are fastened to 68, the brackets 12 and 14 are fastened in directions in which the brackets 12 and 14 approach each other on both outer sides around the existing pillar 1.

図３に示すように、ブラケット１２，１４は、竪框７０の両側部に補強用の一対のリブプレート７２，７４がそれぞれ固定されている。   As shown in FIG. 3, the brackets 12 and 14 have a pair of reinforcing rib plates 72 and 74 fixed to both sides of the flange 70, respectively.

次に、荷重受け部材１０を用いた既設柱切断保持方法について説明する。   Next, an existing column cutting and holding method using the load receiving member 10 will be described.

まず、既設柱１の所定位置に、既設柱１を水平方向に挟むようにブラケット１２，１４の対向する傾斜面頂角部３０，３２を突き当てて配置する。   First, the inclined surface apex portions 30 and 32 of the brackets 12 and 14 that are opposed to each other are disposed so as to sandwich the existing column 1 in a horizontal direction at a predetermined position of the existing column 1.

次に、ブラケット１２，１４のブラケット端部プレート２０，２２と既設柱１とのそれぞれの間の空間に抗変形耐荷重部材１６を流し込み、その後に固化させることで、抗変形耐荷重部材１６の接触面７６，７８が既設柱１の両側面に密着する。このとき、抗変形耐荷重部材１６をブラケット１２，１４のブラケット端部プレート２０，２２上に予め保持してから、既設柱１の所定位置に、ブラケット１２，１４の対向する傾斜面頂角部３０，３２を突き当てて配置するようにしても良い。   Next, the anti-deformation load-bearing member 16 is poured into the spaces between the bracket end plates 20 and 22 of the brackets 12 and 14 and the existing pillars 1 and then solidified, whereby The contact surfaces 76 and 78 are in close contact with both side surfaces of the existing pillar 1. At this time, the anti-deformation load bearing member 16 is held in advance on the bracket end plates 20 and 22 of the brackets 12 and 14, and then the inclined corner apex portions of the brackets 12 and 14 facing each other at a predetermined position of the existing pillar 1. You may make it arrange | position 30 and 32.

抗変形耐荷重部材１６が固化したところで、ロット固定用プレート３８，４０のロット挿通孔５８，６０にロット４２，４４をそれぞれ挿通し、ブラケット緊結用鋼棒５０，５２をロット４２，４４の緊結部材挿通孔６２，６４にそれぞれ挿通して、座金５４を介して雄ねじ部６６，６８に締結部材５６をそれぞれ締め込んでいく。これにより、ブラケット１２，１４の傾斜面頂角部３０，３２が既設柱１の所定位置にそれぞれ当接される。   When the anti-deformation load bearing member 16 is solidified, the lots 42 and 44 are inserted into the lot insertion holes 58 and 60 of the lot fixing plates 38 and 40, respectively, and the bracket binding steel bars 50 and 52 are connected to the lots 42 and 44. The fastening members 56 are respectively inserted into the member insertion holes 62 and 64 and the male screw portions 66 and 68 are tightened through the washers 54. Thereby, the inclined surface apex portions 30 and 32 of the brackets 12 and 14 are brought into contact with predetermined positions of the existing pillar 1, respectively.

次に、ブラケット１２，１４の頂角側側面３４，３６における傾斜面頂角部３０，３２から離れた所定位置に、長手方向荷重受けジャッキ（図１参照）８０，８２をそれぞれ配置し、ブラケット１２，１４の頂角側側面３４，３６の側における既設柱１の切断位置(図１参照)２において切断する。このとき、ブラケット１２，１４は、傾斜面頂角部３０，３２を支点とし、長手方向荷重受けジャッキ８０，８２が配置された頂角側側面３４，３６の所定位置を力点とした回転モーメントが与えられることで、既設柱１に対する十分な緊結力が得られて保持されるものとなる。   Next, longitudinal load receiving jacks (see FIG. 1) 80 and 82 are respectively arranged at predetermined positions away from the inclined surface apex portions 30 and 32 on the apex side surfaces 34 and 36 of the brackets 12 and 14, respectively. Cutting is performed at the cutting position (see FIG. 1) 2 of the existing pillar 1 on the side of the apex side surfaces 34, 36 of 12,14. At this time, the brackets 12 and 14 have rotational moments with the inclined surface apex portions 30 and 32 as fulcrums and the predetermined positions of the apex side surfaces 34 and 36 on which the longitudinal load receiving jacks 80 and 82 are disposed as force points. By being given, sufficient binding force with respect to the existing pillar 1 is obtained and held.

そして、長手方向荷重受けジャッキ８０，８２で既設柱１の上部側を微小距離だけジャッキアップしたところで、その間に不図示の免震装置を挿入し、免震装置を挿入し終わったら長手方向荷重受けジャッキ８０，８２をジャッキダウンして取り外し、必要に応じて緊結手段１８を分解して撤去することとなる。このとき、長手方向荷重受けジャッキ８０，８２の下端部を支持するために、既設柱１の切断位置２の下側に、上述した荷重受け部材１０を上下反対にして既設柱１に取付けるようにしても良い。もちろん、その場合にも、既設柱１に対して簡単に取付けを行うことができる。   Then, when the upper side of the existing pillar 1 is jacked up by a minute distance with the longitudinal load receiving jacks 80 and 82, a seismic isolation device (not shown) is inserted between them, and when the seismic isolation device is inserted, the longitudinal load receiving is completed. The jacks 80 and 82 are jacked down and removed, and the fastening means 18 is disassembled and removed as necessary. At this time, in order to support the lower ends of the longitudinal load receiving jacks 80 and 82, the load receiving member 10 described above is attached to the existing column 1 with the above-described load receiving member 10 being turned upside down on the lower side of the cutting position 2 of the existing column 1. May be. Of course, in this case, it is possible to easily attach to the existing pillar 1.

上述したように、第１実施形態の既設柱切断保持方法によれば、一対のブラケット１２，１４の対向する傾斜面頂角部３０，３２の間に既設柱１が配設され、端部傾斜面２４，２６と既設柱１との間に抗変形耐荷重部材１６がそれぞれ配置され、既設柱１を挟んだ状態で既設柱１を迂回する緊結手段１８により頂角側側面３４，３６同士が緊結され、ブラケット１２，１４の頂角側側面３４，３６に既設柱１の長手方向荷重受けジャッキ８０，８２がそれぞれ配置される。そして、ブラケット１２，１４の頂角側側面３４，３６の側の既設柱１が切断位置２において切断される。このとき、ブラケット１２，１４は、傾斜面頂角部３０，３２を支点とし、長手方向荷重受けジャッキ８０，８２が配置された頂角側側面３４，３６の位置を力点とした回転モーメントが与えられることで既設柱１に対する緊結力が得られて保持されるために、長手方向荷重受けジャッキ８０，８２を配置する以前には、ブラケット１２，１４が落下しない程度の緊結力を緊結手段１８より加えるだけとなる。また、既設柱１と傾斜面頂角部３０，３２との間に抗変形耐荷重部材１６が配置されるために、既設柱１に傷を殆ど与える虞がない。これにより、従来のものと比べて、既設柱１への損傷を低減することができるとともに工事に係る手間及びコストを縮減することができ、狭小空間での作業の安全性を向上させることができる。さらに、０基礎下での仮受けが困難な建築物の補強や補修に用いることもできる。   As described above, according to the existing column cutting and holding method of the first embodiment, the existing column 1 is disposed between the opposed inclined surface apex portions 30 and 32 of the pair of brackets 12 and 14, and the end portion is inclined. The anti-deformation load-bearing members 16 are respectively disposed between the surfaces 24 and 26 and the existing column 1, and the apex side surfaces 34 and 36 are connected to each other by the fastening means 18 that bypasses the existing column 1 with the existing column 1 interposed therebetween. The longitudinal load receiving jacks 80 and 82 of the existing pillar 1 are disposed on the apex side surfaces 34 and 36 of the brackets 12 and 14, respectively. Then, the existing pillar 1 on the side of the apex side surfaces 34 and 36 of the brackets 12 and 14 is cut at the cutting position 2. At this time, the brackets 12 and 14 are given a rotational moment with the apex angle side surfaces 34 and 36 on which the longitudinal load receiving jacks 80 and 82 are disposed as force points, with the inclined surface apex portions 30 and 32 as fulcrums. Thus, before the longitudinal load receiving jacks 80 and 82 are arranged, the fastening means 18 provides a binding force that does not cause the brackets 12 and 14 to fall. Just add. Further, since the anti-deformation load-bearing member 16 is disposed between the existing pillar 1 and the inclined surface apex portions 30 and 32, there is no possibility of scarring the existing pillar 1. Thereby, compared with the conventional one, the damage to the existing pillar 1 can be reduced, the labor and cost related to the construction can be reduced, and the safety of work in a narrow space can be improved. . Furthermore, it can also be used for reinforcement and repair of buildings that are difficult to be temporarily received under the 0 foundation.

また、本実施形態の既設柱切断保持方法によれば、抗変形耐荷重部材１６が傾斜面頂角部３０，３２と既設柱１との間に流し込まれて固化した後に使用されることで、抗変形耐荷重部材１６の特性を生かして既設柱１に対する損傷をさらに低減することができる。更に、ブラケット取り外しとその後処理も容易且つ綺麗に処理できる。   Further, according to the existing column cutting and holding method of the present embodiment, the anti-deformation load bearing member 16 is used after being poured and solidified between the inclined surface apex portions 30 and 32 and the existing column 1, By taking advantage of the characteristics of the anti-deformation load bearing member 16, damage to the existing pillar 1 can be further reduced. Furthermore, the bracket removal and subsequent processing can be easily and cleanly performed.

また、本実施形態の既設柱切断保持方法によれば、抗変形耐荷重部材１６がブラケット１２，１４の端部傾斜面２４，２６に予め保持されるようにすれば、ブラケット１２，１４を既設柱１に組み付けた後に抗変形耐荷重部材１６を組み込む必要がなくなるので、作業性をさらに向上させることができる。   Further, according to the existing column cutting and holding method of the present embodiment, if the anti-deformation load bearing member 16 is held in advance on the end inclined surfaces 24 and 26 of the brackets 12 and 14, the brackets 12 and 14 are provided. Since it is not necessary to incorporate the anti-deformation load bearing member 16 after assembling to the column 1, workability can be further improved.

また、第１実施形態の荷重受け部材１０によれば、抗変形耐荷重部材１６が一対のブラケット１２，１４の対向する端部傾斜面２４，２６のそれぞれに配置されて接触面７６，７８が既設柱へそれぞれ接触され、緊結手段１８が一対のブラケット１２，１４の傾斜面頂角部３０，３２側の側面に備えられて既設柱１を挟む所定間隔を以て既設柱１を迂回しつつブラケット１２，１４を緊結する。これにより、従来のものと比べて、既設柱１への損傷を低減することができるとともに工事に係る手間及びコストを縮減することができ、狭小空間での作業の安全性を向上させることができる。   In addition, according to the load receiving member 10 of the first embodiment, the anti-deformation load bearing member 16 is disposed on each of the opposed end inclined surfaces 24 and 26 of the pair of brackets 12 and 14 so that the contact surfaces 76 and 78 are formed. The bracket 12 is brought into contact with the existing pillars, and the fastening means 18 is provided on the side surfaces of the pair of brackets 12 and 14 on the inclined surface apex corners 30 and 32 side so as to bypass the existing pillar 1 with a predetermined interval between the existing pillars 1. , 14. Thereby, compared with the conventional one, the damage to the existing pillar 1 can be reduced, the labor and cost related to the construction can be reduced, and the safety of work in a narrow space can be improved. .

（第２実施形態）
次に、図４を参照して本発明に係る第２実施形態について説明する。図４は本発明の第２実施形態に係る既設柱切断保持方法を適用した荷重受け部材の正面図なお、以下の第２実施形態において、上述した第１実施形態と重複する構成要素や機能的に同様な構成要素については、図中に同一符号あるいは相当符号を付することによって説明を簡略化あるいは流用する。 (Second Embodiment)
Next, a second embodiment according to the present invention will be described with reference to FIG. FIG. 4 is a front view of the load receiving member to which the existing column cutting and holding method according to the second embodiment of the present invention is applied. In the following second embodiment, the same components and functional elements as those in the first embodiment described above are duplicated. For the same constituent elements, the same or equivalent reference numerals are given in the drawings to simplify or divert the description.

図４に示すように、第２実施形態に係る荷重受け部材９０は、ブラケット１２，１４の傾斜面頂角部３０，３２と既設柱１との間に緩衝部材９２を組み付けている。   As shown in FIG. 4, the load receiving member 90 according to the second embodiment has a buffer member 92 assembled between the inclined surface apex portions 30 and 32 of the brackets 12 and 14 and the existing pillar 1.

緩衝部材９２は、例えば略三角柱形状に形成された金属製や樹脂製等の間隙部材であり、ブラケット１２，１４の傾斜面頂角部３０，３２と既設柱１との間に水平に挟み込まれることで、傾斜面頂角部３０，３２を既設柱１に非接触に配置する。   The buffer member 92 is a gap member made of, for example, a metal or a resin formed in a substantially triangular prism shape, and is horizontally sandwiched between the inclined surface apex portions 30 and 32 of the brackets 12 and 14 and the existing pillar 1. Thus, the inclined surface apex corners 30 and 32 are arranged in non-contact with the existing pillar 1.

この場合、抗変形耐荷重部材１６は、ブラケット１２，１４のブラケット端部プレート２０，２２と緩衝部材９２と既設柱１とから形成される空間に流し込まれて、その後に固化される。   In this case, the anti-deformation load bearing member 16 is poured into a space formed by the bracket end plates 20 and 22 of the brackets 12 and 14, the buffer member 92 and the existing pillar 1, and then solidified.

第２実施形態に係る既設柱切断保持方法は、第１実施形態の既設柱切断保持方法と同様の作用効果を奏するが、特に、第２実施形態の既設柱切断保持方法及び荷重受け部材９０によれば、一対の傾斜面頂角部３０，３２の間への既設柱１配設時に、傾斜面頂角部３０，３２と既設柱１との間に緩衝部材９２がそれぞれ挿入されることで、緩衝部材９２により傾斜面頂角部３０，３２が既設柱１に食い込むようなことがなくなり、既設柱１への損傷をさらに低減することができる。   The existing column cutting and holding method according to the second embodiment has the same effects as the existing column cutting and holding method of the first embodiment, but in particular, the existing column cutting and holding method and the load receiving member 90 of the second embodiment. Accordingly, when the existing pillar 1 is disposed between the pair of inclined surface apex portions 30 and 32, the buffer members 92 are inserted between the inclined surface apex portions 30 and 32 and the existing column 1, respectively. The inclined surface apex portions 30 and 32 are prevented from biting into the existing pillar 1 by the buffer member 92, and damage to the existing pillar 1 can be further reduced.

なお、本発明に係る既設柱切断保持方法及び荷重受け部材は、前述した各実施形態に限定されるものではなく、適宜、変形や改良等が可能である。
例えば、従来技術では免震装置に関して説明したが、建築物の既設柱を切断することは他の工事でも実施されており、そのような場合には、利用可能である。 Note that the existing column cutting and holding method and the load receiving member according to the present invention are not limited to the above-described embodiments, and can be appropriately modified or improved.
For example, although the conventional technology has been described with respect to a seismic isolation device, cutting an existing pillar of a building is also performed in other constructions, and in such a case, it can be used.

更に、図示した緊結手段は、一例であって何ら限定されることはなく、一対のブラケットの頂角側側面にＬ字形状で円筒部材を接合した鋼板を対向して取り付け、それら鋼板における既設柱の外側において、既設柱を迂回しつつ、円筒部材にロットを挿通し、鋼板を緊結用鋼棒等でもって緊結するようにしても良く、そうすれば、より一層簡素な構造とすることができる。   Further, the illustrated fastening means is an example and is not limited in any way. The steel plates obtained by joining the L-shaped cylindrical members to the apex-side surfaces of the pair of brackets are opposed to each other, and the existing columns in the steel plates are attached. On the outside, the lot may be inserted into the cylindrical member while bypassing the existing pillar, and the steel plate may be fastened with a steel rod for fastening, etc., so that the structure can be further simplified. .

本発明の第１実施形態に係る既設柱切断保持方法を適用した荷重受け部材の正面図である。It is a front view of the load receiving member to which the existing pillar cutting and holding method according to the first embodiment of the present invention is applied. 図１の半平面・半底面図である。FIG. 2 is a half-plane / half-bottom view of FIG. 1. 図１のＩ−Ｉ線断面図である。It is the II sectional view taken on the line of FIG. 本発明の第２実施形態に係る既設柱切断保持方法を適用した荷重受け部材の正面図である。It is a front view of the load receiving member to which the existing pillar cutting and holding method according to the second embodiment of the present invention is applied. 従来の既設柱切断保持方法及び荷重受け部材を説明する正面図である。It is a front view explaining the conventional existing pillar cutting and holding method and a load receiving member.

符号の説明Explanation of symbols

１ 既設柱（建築物既設柱）
１０，９０ 荷重受け部材
１２，１４ ブラケット
１６ 抗変形耐荷重部材
１８ 緊結手段
２４，２６ 端部傾斜面
３０，３２ 傾斜面頂角部
３４，３６ 頂角側側面
８０，８２ 長手方向荷重受けジャッキ
９２ 緩衝部材 1 Existing pillar (Building existing pillar)
10, 90 Load receiving members 12, 14 Bracket 16 Anti-deformation load bearing member 18 Tightening means 24, 26 End inclined surfaces 30, 32 Inclined surface apex portions 34, 36 Vertical angle side surfaces 80, 82 Longitudinal load receiving jack 92 Buffer member

Claims (6)

建築物既設柱の切断保持方法であって、
端部傾斜面を有する一対のブラケットの対向する傾斜面頂角部の間に前記既設柱を配設し、
前記傾斜面と前記既設柱との間には抗変形耐荷重部材が配置されており、
前記既設柱を挟んだ状態で当該既設柱を迂回する緊結手段により前記頂角側側面同士を緊結し、
前記ブラケットの前記頂角側側面に前記既設柱の長手方向荷重受けジャッキを配置し、
前記ブラケットの前記頂角側側面の側の前記既設柱を切断することを特徴とする既設柱切断保持方法。 A method for cutting and holding an existing pillar of a building,
The existing pillar is disposed between the inclined corner apex portions of a pair of brackets having end inclined surfaces,
An anti-deformation load bearing member is disposed between the inclined surface and the existing column,
Tighten the apex-side surfaces together by fastening means that bypasses the existing pillars with the existing pillars sandwiched between them,
A longitudinal load receiving jack of the existing column is arranged on the side surface of the vertical angle of the bracket,
The existing column cutting and holding method, wherein the existing column on the side of the apex side of the bracket is cut. 前記抗変形耐荷重部材が前記傾斜面と前記既設柱との間に流し込まれて固化した後に使用されることを特徴とする請求項１記載の既設柱切断保持方法。   2. The existing column cutting and holding method according to claim 1, wherein the anti-deformation load bearing member is used after being poured and solidified between the inclined surface and the existing column. 前記抗変形耐荷重部材が予め前記ブラケットの前記傾斜面に保持されていることを特徴とする請求項１記載の既設柱切断保持方法。   The existing column cutting and holding method according to claim 1, wherein the anti-deformation load bearing member is held in advance on the inclined surface of the bracket. 前記一対の傾斜面頂角部の間への前記既設柱配設時に、当該頂角部と当該既設柱との間に緩衝部材を挿入することを特徴とする請求項１〜請求項３のいずれか一項に記載の既設柱切断保持方法。   The buffer member is inserted between the apex portion and the existing column when the existing column is disposed between the pair of inclined surface apex portions. The existing pillar cutting and holding method according to claim 1. 建築物既設柱の切断時に当該既設柱を保持する荷重受け部材であって、
対向する端部傾斜面を有する一対のブラケットと、
前記各端部傾斜面それぞれに配置されて前記既設柱との接触面を有する抗変形耐荷重部材と、
前記一対のブラケットの前記傾斜面頂角側側面に備えられて前記既設柱を挟む所定間隔を以て前記既設柱を迂回しつつ当該ブラケットを緊結可能な緊結手段と、
を有することを特徴とする荷重受け部材。 A load receiving member that holds the existing pillar when cutting the existing pillar of the building,
A pair of brackets having opposed end ramps;
An anti-deformation load bearing member disposed on each inclined surface of each end and having a contact surface with the existing pillar;
Tightening means provided on the side surfaces of the inclined surfaces of the pair of brackets and capable of tightening the bracket while bypassing the existing pillar with a predetermined interval sandwiching the existing pillar;
A load receiving member comprising: 前記傾斜面頂角部と前記既設柱との間に配置される緩衝部材を備えることを特徴とする請求項５記載の荷重受け部材。   The load receiving member according to claim 5, further comprising a buffer member disposed between the inclined surface apex portion and the existing column.
JP2007161137A 2007-06-19 2007-06-19 Existing column cutting and holding method and load receiving member Expired - Fee Related JP5023388B2 (en)

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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09170339A (en) * 1995-12-21 1997-06-30 Taisei Corp Base isolation method for existing building
JPH10259666A (en) * 1997-03-18 1998-09-29 Kumagai Gumi Co Ltd Base isolation method for existing ferro-concrete structure including columnar structural member
JPH1162271A (en) * 1997-08-20 1999-03-05 Takenaka Komuten Co Ltd Middle story aseismatic structuring method of existing building
JP2002339379A (en) * 2001-05-11 2002-11-27 Shimizu Corp Method for installing pile-head stress relaxation device to existing structure
JP3703204B2 (en) * 1996-04-05 2005-10-05 三井住友建設株式会社 Seismic reinforcement method for existing buildings
JP2006083515A (en) * 2004-09-14 2006-03-30 Takenaka Komuten Co Ltd Method and device for temporarily receiving load
JP2006083516A (en) * 2004-09-14 2006-03-30 Takenaka Komuten Co Ltd Method for installing temporarily receiving extension member

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09170339A (en) * 1995-12-21 1997-06-30 Taisei Corp Base isolation method for existing building
JP3703204B2 (en) * 1996-04-05 2005-10-05 三井住友建設株式会社 Seismic reinforcement method for existing buildings
JPH10259666A (en) * 1997-03-18 1998-09-29 Kumagai Gumi Co Ltd Base isolation method for existing ferro-concrete structure including columnar structural member
JPH1162271A (en) * 1997-08-20 1999-03-05 Takenaka Komuten Co Ltd Middle story aseismatic structuring method of existing building
JP2002339379A (en) * 2001-05-11 2002-11-27 Shimizu Corp Method for installing pile-head stress relaxation device to existing structure
JP2006083515A (en) * 2004-09-14 2006-03-30 Takenaka Komuten Co Ltd Method and device for temporarily receiving load
JP2006083516A (en) * 2004-09-14 2006-03-30 Takenaka Komuten Co Ltd Method for installing temporarily receiving extension member

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