JP4904383B2 - Seismic reinforcement method and structure for existing buildings - Google Patents

Seismic reinforcement method and structure for existing buildings Download PDF

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JP4904383B2
JP4904383B2 JP2009193053A JP2009193053A JP4904383B2 JP 4904383 B2 JP4904383 B2 JP 4904383B2 JP 2009193053 A JP2009193053 A JP 2009193053A JP 2009193053 A JP2009193053 A JP 2009193053A JP 4904383 B2 JP4904383 B2 JP 4904383B2
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春夫 飯田
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株式会社冨士建鉄
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本発明は、既存建築物の耐震性を向上させる既存建築物の耐震補強方法及び耐震補強構造に関する。   The present invention relates to a seismic reinforcement method and a seismic reinforcement structure for an existing building that improve the earthquake resistance of the existing building.

昭和５６年の改正建築基準法の施行以降に建築された建築物については概ね耐震性が確保されているが、昭和５６年の改正建築基準法の施行前に建築された建築物については耐震性が不十分なものが多い。実際、阪神・淡路大震災で大きな被害を受けた建築物の大半は昭和５６年の改正建築基準法の施行前に建築された建築物であり、昭和５６年の改正建築基準法の施行以降に建築された建築物には大きな被害が少なかったとの報告がある。   For buildings built after the enforcement of the revised Building Standards Act of 1981, earthquake resistance is generally secured, but for buildings built before the enforcement of the revised Building Standards Act of 1986, earthquake resistance There are many things that are insufficient. In fact, most of the buildings that were greatly damaged by the Great Hanshin-Awaji Earthquake were built before the enforcement of the revised Building Standards Act of 1981, and were built after the enforcement of the revised Building Standards Act of 1981. There are reports that there was little damage to the buildings that were constructed.

阪神・淡路大震災の教訓から、官公庁は、昭和５６年の改正建築基準法の施行前に建築された公共建築物に対して耐震診断とその診断結果に応じた耐震補強を実施して、地震による被害を未然に減らす対策を進めている。例えば、文部科学省は、公立学校施設の耐震化を推進している。   Based on the lessons learned from the Great Hanshin-Awaji Earthquake, the government office conducted seismic diagnosis and reinforcement for public buildings built before the enforcement of the revised Building Standards Act of 1981. We are taking measures to reduce damage. For example, the Ministry of Education, Culture, Sports, Science and Technology is promoting the earthquake resistance of public school facilities.

また、民間の既存建築物の耐震化を促進するため、各自治体は、民間の既存建築物の耐震診断や耐震補強に関する助成制度を設けている。   In addition, in order to promote the earthquake resistance of existing private buildings, each local government has established a subsidy system for seismic diagnosis and reinforcement of existing private buildings.

このような事情から、既存建築物の耐震性を向上させる既存建築物の耐震補強方法が各種提案されている。例えば、特許文献１で提案されている既存建築物の耐震補強方法は、既存建物の架構を構成する柱の外周に、補強材を、前記柱の上下端に位置する梁と離間させた状態で巻き付け、前記補強材と前記梁との間に高強度モルタルを打設し、前記柱および梁によって囲まれた開口部に、耐震要素を増設するとともに、前記耐震要素と前記補強材との間を接合するという方法である。   Under such circumstances, various methods for improving the earthquake resistance of existing buildings have been proposed to improve the earthquake resistance of existing buildings. For example, in the seismic reinforcement method for an existing building proposed in Patent Document 1, the reinforcing material is separated from the beams positioned at the upper and lower ends of the column on the outer periphery of the column constituting the frame of the existing building. Winding, placing a high-strength mortar between the reinforcing material and the beam, adding an earthquake-resistant element to the opening surrounded by the pillar and the beam, and between the earthquake-resistant element and the reinforcing material It is a method of joining.

特開２０００−１５４６５１号公報（第１図）Japanese Patent Laid-Open No. 2000-154651 (FIG. 1)

特許文献１で提案されている既存建築物の耐震補強方法は、柱および梁によって囲まれた開口部に耐震要素を増設するため、補強工事の施工範囲が広範囲に及んでしまい、工事が大がかりになるという問題を有していた。   Since the seismic reinforcement method for existing buildings proposed in Patent Document 1 adds seismic elements to the openings surrounded by pillars and beams, the construction range of the reinforcement work extends over a wide area, which makes the construction large. Had the problem of becoming.

本発明は、上記の問題点に鑑み、施工が簡易な既存建築物の耐震補強方法及び耐震補強構造を提供することを目的とする。   An object of this invention is to provide the earthquake-proof reinforcement method and earthquake-proof reinforcement structure of the existing building which construction is easy in view of said problem.

上記目的を達成するために本発明に係る既存建築物の耐震補強方法は、床の柱周辺の所定位置に充填材注入用貫通孔をあけ、前記床の上面の前記柱周辺の所定領域を斫り、前記充填材注入用貫通孔に対応する充填材注入口が設けられている床上鋼板を前記床の上面の斫った領域に配置する工程と、前記床を支持する梁の下面から垂直下方向に所定の間隔離れた位置に前記床上鋼板に対応する床下鋼板を配置する工程と、隣接する前記梁の側面間に鉄筋を配置する工程と、前記床の下面と前記床下鋼板の上面との間において前記柱と前記梁との接合部を囲むための側面鋼板を配置する工程と、前記床下鋼板の下面に上面が接する位置で前記柱を所定の隙間をあけた状態で囲む中間バンドを配置する工程と、下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面と同一平面になる位置位置又は下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面を含む平面から所定の間隔離れた位置で前記柱を所定の隙間をあけた状態で囲む柱下バンドを配置する工程と、前記中間バンドと前記柱下バントとの間に、前記柱を囲む柱用補強部材を配置する工程と、配置が完了した後に、充填材を前記充填材注入口から注入する工程を備えるようにする。   In order to achieve the above object, the seismic reinforcement method for an existing building according to the present invention includes a through hole for filling material injection at a predetermined position around a floor column, and a predetermined area around the column on the upper surface of the floor. A floor steel plate provided with a filler inlet corresponding to the filler injection through hole is disposed in a region where the upper surface of the floor is covered, and a lower surface perpendicular to the lower surface of the beam supporting the floor. A step of disposing an underfloor steel plate corresponding to the above-described steel plate at a position spaced apart by a predetermined distance in a direction, a step of disposing a reinforcing bar between the side surfaces of the adjacent beams, and a lower surface of the floor and an upper surface of the underfloor steel plate A step of disposing a side surface steel plate for enclosing the joint between the column and the beam, and an intermediate band surrounding the column with a predetermined gap at a position where the upper surface contacts the lower surface of the underfloor steel plate And the upper surface of the floor whose lower surface is one floor below the floor The upper surface of the other steel plate on the floor arranged in the region where the upper surface of the floor one floor below the floor is located at the same position or lower surface as the upper surface of the other steel plate on the floor placed in the rolled region. A step of disposing a post-column band surrounding the column with a predetermined gap at a position spaced apart from a plane including the column, and a column surrounding the column between the intermediate band and the sub-column bunt A step of arranging the reinforcing member and a step of injecting the filler from the filler inlet after the arrangement is completed are provided.

上記耐震補強方法において、前記柱用補強部材が、前記柱のコーナー部分に配置されるコーナー部材と、前記コーナー部材同士を連結するための連結板部材とを有するようにしてもよい。或いは、上記耐震補強方法において、前記柱用補強部材が、２つの断面がコの字形状である板部材を有するようにしてもよい。   In the seismic reinforcement method, the column reinforcing member may include a corner member disposed at a corner portion of the column and a connecting plate member for connecting the corner members to each other. Or in the said earthquake-proof reinforcement method, you may make it the said column reinforcement member have a plate member whose two cross sections are U-shaped.

上記目的を達成するために本発明に係る既存建築物の耐震補強構造は、柱周辺の所定位置に充填材注入用貫通孔があけられ、上面の前記柱周辺の所定領域が斫られた床の斫った領域に配置され、前記充填材注入用貫通孔に対応する充填材注入口が設けられている床上鋼板と、前記床上鋼板に対応し、前記床を支持する梁の下面から垂直下方向に所定の間隔離れた位置に配置される床下鋼板と、隣接する前記梁の側面間に配置される鉄筋と、前記床の下面と前記床下鋼板の上面との間において前記柱と前記梁との接合部を囲むように配置される側面鋼板と、前記床下鋼板の下面に上面が接する位置で前記柱を所定の隙間をあけた状態で囲むように配置される中間バンドと、下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面と同一平面になる位置又は下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面を含む平面から所定の間隔離れた位置で前記柱を所定の隙間をあけた状態で囲むように配置される柱下バンドと、前記中間バンドと前記柱下バントとの間に、前記柱を囲むように配置される柱用補強部材とを備え、前記柱、前記梁、及び前記床と、前記床上鋼板、前記床下鋼板、前記鉄筋、前記側面鋼板、前記中間バンド、前記柱下バンド、及び前記柱用補強部材とが、前記充填材注入口から注入される充填材によって接着されている構成とする。   In order to achieve the above object, the seismic reinforcement structure of an existing building according to the present invention is a floor in which a through hole for filling material is formed at a predetermined position around a column, and a predetermined region around the column is punched on the upper surface. A floor steel plate disposed in a rolled area and provided with a filler inlet corresponding to the filler injection through hole, and a vertical downward direction from the lower surface of the beam corresponding to the floor steel plate and supporting the floor The underfloor steel plate disposed at a position spaced apart by a predetermined distance, the reinforcing bars disposed between the side surfaces of the adjacent beams, and the column and the beam between the lower surface of the floor and the upper surface of the underfloor steel plate. A side steel plate arranged to surround the joint, an intermediate band arranged to surround the column with a predetermined gap at a position where the upper surface contacts the lower surface of the underfloor steel plate, and a lower surface from the floor Other floors located in the area covered by the upper surface of the floor below the first floor The column at a position spaced by a predetermined distance from a plane including the upper surface of another steel plate on the floor, the position where the upper surface of the steel plate is flush with the upper surface or the lower surface of the floor is located on the upper surface of the floor below the floor. A columnar band arranged to surround the column with a predetermined gap, and a column reinforcing member arranged to surround the column between the intermediate band and the columnar bunt, The column, the beam, and the floor, the floor steel plate, the floor steel plate, the reinforcing bar, the side steel plate, the intermediate band, the column bottom band, and the column reinforcing member from the filler inlet. It is set as the structure adhere | attached with the filler injected.

上記耐震補強構造において、前記柱用補強部材が、前記柱のコーナー部分に配置されるコーナー部材と、前記コーナー部材同士を連結するための連結板部材とを有するようにしてもよい。或いは、上記耐震補強構造において、前記柱用補強部材が、２つの断面がコの字形状である板部材を有するようにしてもよい。   In the seismic reinforcement structure, the column reinforcing member may include a corner member disposed at a corner portion of the column and a connecting plate member for connecting the corner members to each other. Or in the said earthquake-proof reinforcement structure, you may make it the said column reinforcement member have a plate member whose two cross sections are U-shaped.

本発明に係る既存建築物の耐震補強方法及び耐震補強構造によると、補強工事の施工範囲が広範囲に及ばないので、施工が簡易である。   According to the seismic strengthening method and seismic strengthening structure of an existing building according to the present invention, the construction range of the reinforcement work does not reach a wide range, so the construction is simple.

本発明の一実施形態に係る耐震補強方法の補強対象である既存建築物の架構の部分斜視図である。It is a fragmentary perspective view of the frame of the existing building which is the reinforcement object of the seismic reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第１の工程を示す上面図である。It is a top view which shows the 1st process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第２の工程を示す上面図である。It is a top view which shows the 2nd process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第２の工程を示す下面図である。It is a bottom view which shows the 2nd process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第２の工程を示す正面図である。It is a front view which shows the 2nd process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 鉄筋、柱、梁、及び床のみを図示した下面図である。It is the bottom view which illustrated only a reinforcing bar, a pillar, a beam, and a floor. 本発明の一実施形態に係る耐震補強方法の第３の工程を示す斜視図である。It is a perspective view which shows the 3rd process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第４の工程を示す正面図である。It is a front view which shows the 4th process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第４の工程を示す下面図である。It is a bottom view which shows the 4th process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第５の工程を示す正面図である。It is a front view which shows the 5th process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第５の工程を示す上面図である。It is a top view which shows the 5th process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第６の工程を示す正面図である。It is a front view which shows the 6th process of the earthquake-proof reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第６の工程の変形例を示す正面図である。It is a front view which shows the modification of the 6th process of the seismic reinforcement method which concerns on one Embodiment of this invention. 本発明の一実施形態に係る耐震補強方法の第６の工程の変形例を示す正面図である。It is a front view which shows the modification of the 6th process of the seismic reinforcement method which concerns on one Embodiment of this invention.

本発明の実施形態について図面を参照して以下に説明する。なお、各図面において同一の部分には同一の符号を付す。   Embodiments of the present invention will be described below with reference to the drawings. In the drawings, the same parts are denoted by the same reference numerals.

図１は、本発明の一実施形態に係る耐震補強方法の補強対象である既存建築物の架構の部分斜視図である。柱１と梁２との接合部において梁２が十字形に組まれており、梁２が床３を支持している。   FIG. 1 is a partial perspective view of a frame of an existing building which is an object to be reinforced by the seismic reinforcement method according to the embodiment of the present invention. The beam 2 is assembled in a cross shape at the joint between the column 1 and the beam 2, and the beam 2 supports the floor 3.

まず、前処理として、柱１及び梁２の充填材接触面に対して目荒らしを行う。ただし、当該目荒らしを行わなくても柱１及び梁２の充填材接触面と後述する第７の工程において注入される充填材との接着強度が得られる場合には、当該目荒らしを行わなくてもよい。   First, as pretreatment, roughening is performed on the filler contact surfaces of the column 1 and the beam 2. However, if the bonding strength between the filler contact surfaces of the pillars 1 and 2 and the filler injected in the seventh step described later can be obtained without performing the roughening, the roughening is not performed. May be.

次に、第１の工程において、図２の上面図に示すように、垂直方向に沿った複数の貫通孔４及び複数の充填材注入用貫通孔１８を床３にあける。その後、床３の床上鋼板が配置される箇所５及び柱１の周囲を例えば３０ｍｍ斫って、床上鋼板を配置した際に床３の上面と床上鋼板の上面とが略同一平面になるようにしておく。   Next, in the first step, as shown in the top view of FIG. 2, a plurality of through holes 4 and a plurality of filler injection through holes 18 along the vertical direction are formed in the floor 3. Thereafter, the area 5 of the floor 3 where the steel plate on the floor is disposed and the periphery of the pillar 1 are, for example, 30 mm wide so that the top surface of the floor 3 and the top surface of the steel plate on the floor are substantially flush with each other. Keep it.

次に、第２の工程において、図３Ａの上面図及び図３Ｂの下面図に示すように、床上鋼板及び床下鋼板を配置する。   Next, in the second step, as shown in the top view of FIG. 3A and the bottom view of FIG.

床上鋼板は４つの分割板６Ａ〜６Ｄによって構成され、各分割板６Ａ〜６Ｄには貫通孔４に対応する貫通孔と床３の複数の充填材注入用貫通孔１８に対応する充填材注入口１９とが設けられている。また、床下鋼板は４つの分割板７Ａ〜７Ｄによって構成され、各分割板７Ａ〜７Ｄには貫通孔４に対応する貫通孔が設けられている。   The steel plate on the floor is constituted by four divided plates 6A to 6D. Each of the divided plates 6A to 6D has a through hole corresponding to the through hole 4 and a filler inlet corresponding to a plurality of filler injection through holes 18 in the floor 3. 19 is provided. The underfloor steel plate is composed of four divided plates 7A to 7D, and each of the divided plates 7A to 7D is provided with a through hole corresponding to the through hole 4.

分割板６Ａ〜６Ｄからなる床上鋼板は床３の床上鋼板が配置される箇所６に接しており、分割板７Ａ〜７Ｄからなる床下鋼板は梁２の下面から垂直下方向に所定の間隔離れた状態で、鋼製のボルト８及びボルト８と対になっているナット（不図示）によって支持される。その後、図３Ｃの正面図に示すように、梁２の側面に複数の接着系アンカー９を打ち込み、さらに、隣接する梁２の側面間に鉄筋１０を配置する。鉄筋１０は例えば図３Ｄに示すような形状にする。なお、図３Ｄは鉄筋１０、柱１、梁２、及び床３のみを図示した下面図である。   The steel plate on the floor composed of the divided plates 6A to 6D is in contact with the portion 6 on the floor 3 where the steel plate on the floor is disposed, and the steel plate on the floor composed of the divided plates 7A to 7D is spaced apart from the lower surface of the beam 2 by a predetermined distance in the vertical downward direction. In the state, it is supported by a steel bolt 8 and a nut (not shown) paired with the bolt 8. Thereafter, as shown in the front view of FIG. 3C, a plurality of adhesive anchors 9 are driven into the side surface of the beam 2, and the reinforcing bars 10 are disposed between the side surfaces of the adjacent beams 2. The reinforcing bar 10 has a shape as shown in FIG. 3D, for example. 3D is a bottom view illustrating only the reinforcing bar 10, the column 1, the beam 2, and the floor 3. FIG.

次に、第３の工程において、図４の斜視図に示すように、側面鋼板１１を配置する。側面鋼板１１は、床３の下面と床下鋼板の上面との間において柱１と梁２との接合部を囲むための部材であって、複数の分割板から構成されている。   Next, in the third step, as shown in the perspective view of FIG. The side steel plate 11 is a member for enclosing the joint portion between the column 1 and the beam 2 between the lower surface of the floor 3 and the upper surface of the underfloor steel plate, and is composed of a plurality of divided plates.

次に、第４の工程において、図５Ａの正面図及び図５Ｂの下面図に示すように、中間バンドを配置する。   Next, in the fourth step, an intermediate band is disposed as shown in the front view of FIG. 5A and the bottom view of FIG. 5B.

中間バンドはコの字形状の鋼製分割部品１２Ａ及び１２Ｂによって構成されている。柱１と中間バンドとの隙間が例えば２０〜３０ｍｍになるように、分割部品１２Ａ及び１２Ｂをかみ合わせ部１３において互いにかみ合わせて図５Ｂに示すようにロの字形状になるように組む。このように柱１と中間バンドとに隙間を設けることにより、柱１が歪んでいる場合でも対応することができる。かみ合わせ部１３において中間バンドの厚み方向に対して斜めにネジ穴を形成し、分割部品１２Ａ及び１２Ｂのかみ合わせ時に、かみ合わせ部１３の形状によるかみ合わせだけでなく、ボルトによるネジ止めも行うようにすることが望ましい。その後、中間バンドは、架設足場を用いて、床下鋼板の下面と中間バンドの上面とが接するように配置され、鋼製のアンカー（不図示）によって柱１に固定される。   The intermediate band is constituted by U-shaped steel divided parts 12A and 12B. As shown in FIG. 5B, the divided parts 12A and 12B are assembled with each other so that the gap between the column 1 and the intermediate band is 20 to 30 mm, for example, and assembled into a square shape. Thus, by providing a gap between the pillar 1 and the intermediate band, it is possible to cope with the case where the pillar 1 is distorted. A screw hole is formed obliquely with respect to the thickness direction of the intermediate band at the meshing portion 13 so that not only the meshing by the shape of the meshing portion 13 but also the screwing with a bolt is performed when the divided parts 12A and 12B are meshed. Is desirable. Thereafter, the intermediate band is arranged using a construction scaffold so that the lower surface of the underfloor steel plate and the upper surface of the intermediate band are in contact with each other, and is fixed to the column 1 by a steel anchor (not shown).

次に、第５の工程において、図６Ａの正面図及び図６Ｂの下面図に示すように、柱下バンド（下階のみ図示、上階は不図示）を配置する。   Next, in the fifth step, as shown in the front view of FIG. 6A and the bottom view of FIG. 6B, a pillar lower band (only the lower floor is shown, the upper floor is not shown) is disposed.

柱下バンドはコの字形状の鋼製分割部品１４Ａ及び１４Ｂによって構成されている。柱１と柱下バンドとの隙間が例えば２０〜３０ｍｍになるように、分割部品１４Ａ及び１４Ｂをかみ合わせ部１５において互いにかみ合わせて図６Ｂに示すようにロの字形状になるように組む。このように柱１と柱下バンドとに隙間を設けることにより、柱１が歪んでいる場合でも対応することができる。かみ合わせ部１５において柱下バンドの厚み方向に対して斜めにネジ穴を形成し、分割部品１４Ａ及び１４Ｂのかみ合わせ時に、かみ合わせ部１５の形状によるかみ合わせだけでなく、ボルトによるネジ止めも行うようにすることが望ましい。その後、柱下バンドは柱下バンドの下面と床上鋼板の上面とが同一平面上になる状態でアンカーによって柱１に対して固定される。なお、柱下バンドの下面の外周と下階の床上鋼板との溶接接合が可能な範囲において、柱下バンドの下面が床上鋼板（上階のみ図示、下階は不図示）の上面を含む平面から離れていてもよい。   The underband band is constituted by U-shaped steel divided parts 14A and 14B. As shown in FIG. 6B, the divided parts 14A and 14B are assembled with each other so as to have a square shape as shown in FIG. Thus, by providing a gap between the column 1 and the band under the column, it is possible to cope with the case where the column 1 is distorted. A screw hole is formed at an angle with respect to the thickness direction of the band under the pillar at the meshing portion 15 so that not only the meshing by the shape of the meshing portion 15 but also the screwing with a bolt is performed when the divided parts 14A and 14B are meshed. It is desirable. Thereafter, the under-column band is fixed to the column 1 with an anchor in a state where the lower surface of the under-band band and the upper surface of the floor steel plate are on the same plane. In the range where the outer periphery of the lower surface of the pillar band can be welded to the floor steel plate on the lower floor, the lower surface of the pillar lower band includes the upper surface of the floor steel plate (only the upper floor is shown, the lower floor is not shown). You may be away from.

次に、第６の工程において、図７の正面図に示すように、２つの断面がコ字形状の鋼板１６Ａ及び１６Ｂを配置する。鋼板１６Ａ及び１６Ｂの長手方向の寸法は、中間バンドの下面と柱下バンドの上面との距離より若干長くなっており、柱１と中間バンド及び柱下バンドとの隙間を利用して、鋼板１６Ａ及び１６Ｂを上下させて、鋼板１６Ａ及び１６Ｂの上端部を柱１と中間バンドとの隙間に収め、鋼板１６Ａ及び１６Ｂの下端部を柱１と柱下バンドとの隙間に収める。ここで、必要な耐震強度に応じて、鋼板１６Ａ及び１６Ｂと柱１との隙間に鉄筋を配置してもよい。そして、鋼板１６Ａと鋼板１６とを溶接接合する。さらに、上述した柱下バンドの下面の外周と下階の床上鋼板とを溶接接合する。また、次の第７の工程時に既設の柱１、梁２、及び床３と上述した各補強部品との隙間以外の場所に充填材が漏れ出すことを防止するために、必要に応じて充填材の漏れ出しが生じそうな箇所にコーキングを施すとよい。   Next, in the sixth step, as shown in the front view of FIG. 7, steel plates 16A and 16B having two U-shaped cross sections are arranged. The lengths of the steel plates 16A and 16B in the longitudinal direction are slightly longer than the distance between the lower surface of the intermediate band and the upper surface of the columnar band, and the gap between the column 1 and the intermediate band and the columnar band is utilized to make the steel plate 16A. The upper end portions of the steel plates 16A and 16B are stored in the gap between the column 1 and the intermediate band, and the lower end portions of the steel plates 16A and 16B are stored in the gap between the column 1 and the lower column band. Here, reinforcing bars may be arranged in the gaps between the steel plates 16A and 16B and the column 1 according to the required seismic strength. Then, the steel plate 16A and the steel plate 16 are welded together. Furthermore, the outer periphery of the lower surface of the above-mentioned pillar lower band and the floor steel plate on the lower floor are welded together. In addition, in order to prevent the filler from leaking out to places other than the gaps between the existing pillar 1, beam 2 and floor 3 and the above-described reinforcing parts in the next seventh step, filling is performed as necessary. It is better to caulk where the material is likely to leak.

最後の第７の工程において、充填材注入口１９から充填材（例えばコンクリート）を流し込み、既設の柱１、梁２、及び床３と上述した各補強部品との隙間を充填材によって完全に埋めて既設の柱１、梁２、及び床３と上述した各補強部品とを接着する。   In the final seventh step, a filler (for example, concrete) is poured from the filler inlet 19 to completely fill the gaps between the existing pillar 1, beam 2 and floor 3 and the above-described reinforcing components with the filler. Then, the existing pillar 1, beam 2, and floor 3 are bonded to the above-described reinforcing components.

以上の耐震補強方法により得られる耐震補強構造は、補強工事の施工範囲が広範囲に及ばないので、施工が簡易である。   The seismic reinforcement structure obtained by the above-described seismic reinforcement method is simple in construction because the construction range of the reinforcement work does not reach a wide range.

＜その他＞
上述した実施形態では、第６の工程において、２つの断面がコ字形状の鋼板１６Ａ及び１６Ｂを配置したが、鋼板１６Ａ及び１６Ｂの代わりに、鋼板１６と下部コーナーアングル１７とを配置してもよい。この場合、まず、図８の正面図に示すように、４つの断面がＬ字形状の鋼製下部コーナーアングル１７を配置する。下部コーナーアングル１７の長手方向の寸法は、中間バンドの下面と柱下バンドの上面との距離より若干長くなっており、柱１と中間バンド及び柱下バンドとの隙間を利用して、下部コーナーアングル１７を上下させて、下部コーナーアングル１７の上端部を柱１と中間バンドとの隙間に収め、下部コーナーアングル１７の下端部を柱１と柱下バンドとの隙間に収める。ここで、必要な耐震強度に応じて、下部コーナーアングル１７と柱１との隙間に鉄筋を配置してもよい。その後、図９の正面図に示すように、４つの鋼板１６をそれぞれ柱１の各面に配置する。ここで、必要な耐震強度に応じて、鋼板１６と柱１との隙間に鉄筋を配置してもよい。そして、上述した柱下バンドの下面の外周と下階の床上鋼板とを溶接接合する。 <Others>
In the above-described embodiment, the steel plates 16A and 16B having two U-shaped cross sections are arranged in the sixth step, but the steel plate 16 and the lower corner angle 17 may be arranged instead of the steel plates 16A and 16B. Good. In this case, first, as shown in the front view of FIG. 8, four steel lower corner angles 17 having four L-shaped cross sections are arranged. The length in the longitudinal direction of the lower corner angle 17 is slightly longer than the distance between the lower surface of the intermediate band and the upper surface of the lower column band. The angle 17 is moved up and down so that the upper end portion of the lower corner angle 17 is stored in the gap between the column 1 and the intermediate band, and the lower end portion of the lower corner angle 17 is stored in the gap between the column 1 and the band below the column. Here, a reinforcing bar may be arranged in the gap between the lower corner angle 17 and the column 1 according to the required seismic strength. Thereafter, as shown in the front view of FIG. 9, the four steel plates 16 are arranged on each surface of the pillar 1. Here, a reinforcing bar may be arranged in the gap between the steel plate 16 and the column 1 according to the required seismic strength. And the outer periphery of the lower surface of the pillar lower band mentioned above and the floor steel plate of a lower floor are weld-joined.

上述した実施形態では、柱と梁との接合部において梁が十字形に組まれているが、梁がＴ字形やＬ字形に組まれていても、梁用補強部材などの個数を調整することにより対応可能である。   In the above-described embodiment, the beam is assembled in a cross shape at the joint between the column and the beam. However, even if the beam is assembled in a T shape or an L shape, the number of beam reinforcing members or the like is adjusted. It is possible to cope with.

また、上述した実施形態では、柱の断面形状が矩形であるが、柱の断面形状が矩形でない場合には、上部コーナーアングル及び下部コーナーアングルを蝶番に代えることにより対応可能である。   In the above-described embodiment, the cross-sectional shape of the column is rectangular. However, when the cross-sectional shape of the column is not rectangular, this can be dealt with by replacing the upper corner angle and the lower corner angle with hinges.

また、一部の梁が他の梁と高さが異なる場合は、床下鋼板の当該一部の梁の下部に位置する部分を曲げることで対応することができる。   Moreover, when some beams are different in height from the other beams, it is possible to cope with this by bending a portion of the underfloor steel plate that is positioned below the partial beams.

また、中間バンドと柱下バンドとの間に、柱１を所定の隙間をあけた状態で囲む別のバンドを設けてもよい。   Moreover, you may provide another band which surrounds the pillar 1 in the state which opened the predetermined gap between the intermediate | middle band and the band under a pillar.

１ 柱
２ 梁
３ 床
４ 貫通孔
５ 床上鋼板が配置される箇所
６Ａ〜６Ｄ 床上鋼板を構成する分割板
７Ａ〜７Ｄ 床下鋼板を構成する分割板
８ ボルト
９ 接着系アンカー
１０ 鉄筋
１１ 側面鋼板
１２Ａ、１２Ｂ 中間バンドを構成する分割部品
１３ 中間バンドのかみ合わせ部
１４Ａ、１４Ｂ 柱下バンドを構成する分割部品
１５ 柱下バンドのかみ合わせ部
１６、１６Ａ、１６Ｂ 鋼板（柱用補強部材の例）
１７ 下部コーナーアングル（柱用補強部材の例）
１８ 充填材注入用貫通孔
１９ 充填材注入口 1 pillar 2 beam 3 floor 4 through-hole 5 place where the steel plate on the floor is arranged 6A to 6D split plate constituting the steel plate on the floor 7A to 7D split plate constituting the steel plate below the floor 8 bolt 9 adhesive system anchor 10 reinforcing bar 11 side steel plate 12A, 12B Divided parts composing the intermediate band 13 Interlocking parts of the intermediate band 14A, 14B Divided parts composing the lower band band 15 Engaging parts of the lower band band 16, 16A, 16B Steel plate (example of column reinforcing member)
17 Lower corner angle (example of column reinforcement)
18 Filler injection hole 19 Filler injection port

Claims (6)

床の柱周辺の所定位置に充填材注入用貫通孔をあけ、前記床の上面の前記柱周辺の所定領域を斫り、前記充填材注入用貫通孔に対応する充填材注入口が設けられている床上鋼板を前記床の上面の斫った領域に配置する工程と、
前記床を支持する梁の下面から垂直下方向に所定の間隔離れた位置に前記床上鋼板に対応する床下鋼板を配置する工程と、
隣接する前記梁の側面間に鉄筋を配置する工程と、
前記床の下面と前記床下鋼板の上面との間において前記柱と前記梁との接合部を囲むための側面鋼板を配置する工程と、
前記床下鋼板の下面に上面が接する位置で前記柱を所定の隙間をあけた状態で囲む中間バンドを配置する工程と、
下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面と同一平面になる位置又は下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面を含む平面から所定の間隔離れた位置で前記柱を所定の隙間をあけた状態で囲む柱下バンドを配置する工程と、
前記中間バンドと前記柱下バントとの間に、前記柱を囲む柱用補強部材を配置する工程と、
配置が完了した後に、充填材を前記充填材注入口から注入する工程を備えることを特徴とする既存建築物の耐震補強方法。 A through hole for filling the filler is formed at a predetermined position around the pillar of the floor, a predetermined region around the pillar on the upper surface of the floor is provided, and a filler inlet corresponding to the through hole for filling the filler is provided. Placing the steel sheet on the floor in the area where the upper surface of the floor is rolled,
A step of disposing an underfloor steel plate corresponding to the above-described steel plate at a position spaced apart from the lower surface of the beam supporting the floor in a vertical downward direction;
Placing reinforcing bars between the side surfaces of the adjacent beams;
Disposing a side surface steel plate for enclosing the joint between the column and the beam between the lower surface of the floor and the upper surface of the underfloor steel plate;
A step of arranging an intermediate band that surrounds the column with a predetermined gap at a position where the upper surface contacts the lower surface of the underfloor steel plate;
A position where the lower surface is flush with the upper surface of the other steel plate on the floor placed in the region where the upper surface of the floor one floor below the floor is located or the lower surface is the upper surface of the floor one floor below the floor A step of disposing a band under the column that surrounds the column with a predetermined gap from a plane including a top surface of another floor steel plate disposed in the region at a predetermined interval;
Disposing a column reinforcing member surrounding the column between the intermediate band and the under-column bunt;
A method for seismic reinforcement of an existing building, comprising a step of injecting a filler from the filler inlet after the arrangement is completed. 前記柱用補強部材が、前記柱のコーナー部分に配置されるコーナー部材と、前記コーナー部材同士を連結するための連結板部材とを有する請求項１に記載の既存建築物の耐震補強方法。   The seismic reinforcement method for an existing building according to claim 1, wherein the column reinforcing member includes a corner member disposed at a corner portion of the column and a connecting plate member for connecting the corner members to each other. 前記柱用補強部材が、２つの断面がコの字形状である板部材を有する請求項１に記載の既存建築物の耐震補強方法。   The seismic reinforcement method for an existing building according to claim 1, wherein the column reinforcing member has a plate member having two U-shaped cross sections. 柱周辺の所定位置に充填材注入用貫通孔があけられ、上面の前記柱周辺の所定領域が斫られた床の斫った領域に配置され、前記充填材注入用貫通孔に対応する充填材注入口が設けられている床上鋼板と、
前記床上鋼板に対応し、前記床を支持する梁の下面から垂直下方向に所定の間隔離れた位置に配置される床下鋼板と、
隣接する前記梁の側面間に配置される鉄筋と、
前記床の下面と前記床下鋼板の上面との間において前記柱と前記梁との接合部を囲むように配置される側面鋼板と、
前記床下鋼板の下面に上面が接する位置で前記柱を所定の隙間をあけた状態で囲むように配置される中間バンドと、
下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面と同一平面になる位置又は下面が前記床よりも１階下の床の上面の斫った領域に配置される他の床上鋼板の上面を含む平面から所定の間隔離れた位置で前記柱を所定の隙間をあけた状態で囲むように配置される柱下バンドと、
前記中間バンドと前記柱下バントとの間に、前記柱を囲むように配置される柱用補強部材とを備え、
前記柱、前記梁、及び前記床と、前記床上鋼板、前記床下鋼板、前記鉄筋、前記側面鋼板、前記中間バンド、前記柱下バンド、及び前記柱用補強部材とが、前記充填材注入口から注入される充填材によって接着されていることを特徴とする既存建築物の耐震補強構造。 Filler injection through-holes are formed at predetermined positions around the pillars, and the fillers are disposed in the area where the predetermined area around the pillars on the upper surface is rolled up and correspond to the through-holes for injection of fillers. A steel plate on the floor provided with an inlet,
Corresponding to the above-mentioned steel plate on the floor, under-floor steel plate arranged at a position spaced apart from the lower surface of the beam supporting the floor in the vertical downward direction,
Rebars arranged between the sides of the adjacent beams;
A side steel plate disposed so as to surround a joint portion between the column and the beam between the lower surface of the floor and the upper surface of the underfloor steel plate,
An intermediate band disposed so as to surround the column with a predetermined gap at a position where the upper surface contacts the lower surface of the underfloor steel plate;
A position where the lower surface is flush with the upper surface of the other steel plate on the floor placed in the region where the upper surface of the floor one floor below the floor is located or the lower surface is the upper surface of the floor one floor below the floor Under-column band arranged to surround the column with a predetermined gap at a position spaced apart from a plane including the upper surface of another floor steel plate arranged in the region;
Between the intermediate band and the under-column bunt, comprising a column reinforcing member disposed so as to surround the column,
The column, the beam, and the floor, the floor steel plate, the floor steel plate, the reinforcing bar, the side steel plate, the intermediate band, the column bottom band, and the column reinforcing member from the filler inlet. A seismic reinforcement structure for existing buildings, which is bonded by injected filler. 前記柱用補強部材が、前記柱のコーナー部分に配置されるコーナー部材と、前記コーナー部材同士を連結するための連結板部材とを有する請求項４に記載の既存建築物の耐震補強構造。   The seismic reinforcement structure for an existing building according to claim 4, wherein the column reinforcing member includes a corner member disposed at a corner portion of the column and a connecting plate member for connecting the corner members to each other. 前記柱用補強部材が、２つの断面がコの字形状である板部材を有する請求項４に記載の既存建築物の耐震補強構造。   The seismic reinforcing structure for an existing building according to claim 4, wherein the column reinforcing member has a plate member having two U-shaped cross sections.
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