JP6248470B2 - Seismic reinforcement structure and method for existing frame - Google Patents
Seismic reinforcement structure and method for existing frame Download PDFInfo
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Description
本発明は、既存躯体の耐震補強構造及び方法に関する。 The present invention relates to a seismic reinforcement structure and method for an existing housing.
既存躯体の耐震補強構造として、Ｈ形鋼で構成された鉄骨フレームを用いたものが知られている（例えば、特許文献１の段落０００２、及び図１０参照）。この耐震補強構造では、既存躯体にアンカーを、Ｈ形鋼にスタッドを打設し、既存躯体とＨ形鋼との間にモルタルを充填することで、Ｈ形鋼を既存躯体にスタッド、モルタル及びアンカーを介して定着させている。 As a seismic reinforcement structure for an existing housing, a structure using a steel frame made of H-shaped steel is known (see, for example, paragraph 0002 of Patent Document 1 and FIG. 10). In this seismic reinforcement structure, anchors are placed on the existing frame, studs are placed on the H-shaped steel, and mortar is filled between the existing frame and the H-shaped steel, so that the H-shaped steel is studded on the existing frame, mortar and It is fixed through an anchor.
既製のＨ形鋼を用いて上記鉄骨フレームを構築する場合、サイズの制限から十分な耐力を確保できないことがある。一方で、耐力を大きくするためにＨ形鋼を製作する場合には、コスト増となる。 When the steel frame is constructed using ready-made H-shaped steel, sufficient strength may not be ensured due to size limitations. On the other hand, when manufacturing H-section steel to increase the yield strength, the cost increases.
本発明は、上記事情に鑑みてなされたものであり、低コストで十分な耐力を有する補強架構を構築することを課題とするものである。 This invention is made | formed in view of the said situation, and makes it a subject to construct the reinforcement frame which has sufficient proof stress at low cost.
上記課題を解決するために、本発明に係る既存躯体の耐震補強構造は、既存躯体に補強架構が外付けされることで前記既存躯体の耐震補強がなされる既存躯体の耐震補強構造であって、前記補強架構は、前記既存躯体の柱に沿って互いに対面するように、補強対象箇所に亘って連続的に配された第１の一対の鋼板と、前記既存躯体の梁に沿って互いに対面するように、補強対象箇所に亘って連続的に配された第２の一対の鋼板とが、柱梁仕口部において接合されてなり、前記第２の一対の鋼板は、前記第１の一対の鋼板の間に配設されて左右両端が前記第１の一対の鋼板に接合された鋼板を介して連続し、又は、前記第１の一対の鋼板は、前記第２の一対の鋼板の間に配設されて上下両端が前記第２の一対の鋼板に接合された鋼板を介して連続している補強鋼板と、前記第１の一対の鋼板の間、及び前記第２の一対の鋼板の間を、それぞれ埋めるようにコンクリート又はモルタルにより構築されたコンクリート／モルタル部と、前記第１及び第２の一対の鋼板に設けられ、前記第１及び第２の一対の鋼板を前記コンクリート／モルタル部に定着させる定着部材とを有する。 In order to solve the above-mentioned problems, the seismic reinforcement structure for an existing chassis according to the present invention is an earthquake resistance reinforcement structure for an existing chassis in which the existing chassis is seismically strengthened by externally attaching a reinforcing frame to the existing chassis. The reinforcing frame faces each other along the beam of the existing frame, and the first pair of steel plates continuously arranged over the reinforcement target portions so as to face each other along the pillars of the existing frame. as to the second of a pair of steel plates which are arranged continuously over the reinforcing target portion, Ri Na are joined at Column joint portion, said second pair of steel plates, the first The left and right ends are arranged between a pair of steel plates and are continuous via a steel plate joined to the first pair of steel plates, or the first pair of steel plates is made up of the second pair of steel plates. The upper and lower ends are arranged via a steel plate joined between the second pair of steel plates. And to have that reinforcing steel, between the first pair of steel plates, and between the second pair of steel plates, and concrete / mortar unit built by concrete or mortar to fill each of the first and A fixing member provided on the second pair of steel plates and fixing the first and second pair of steel plates to the concrete / mortar portion;
前記既存躯体の耐震補強構造は、前記既存躯体に打設され前記コンクリート／モルタル部に埋められたアンカーを備えてもよい。 The seismic reinforcement structure of the existing frame may include an anchor that is cast on the existing frame and embedded in the concrete / mortar part.
また、本発明に係る既存躯体の耐震補強方法は、既存躯体に補強架構を外付けすることで前記既存躯体の耐震補強を行う既存躯体の耐震補強方法であって、定着部材を設けた第１の一対の鋼板を前記既存躯体の柱に沿って互いに対面するように、補強対象箇所に亘って連続的に設置すると共に、定着部材を備えた第２の一対の鋼板を前記既存躯体の梁に沿って互いに対面するように、補強対象箇所に亘って連続的に設置し、その際、前記第２の一対の鋼板を、前記第１の一対の鋼板の間に配設されて左右両端が前記第１の一対の鋼板に接合された鋼板を介して連続させ、又は、前記第１の一対の鋼板を、前記第２の一対の鋼板の間に配設されて上下両端が前記第２の一対の鋼板に接合された鋼板を介して連続させ、柱梁仕口部において前記第１の一対の鋼板と前記第２の一対の鋼板とを接合し、前記第１の一対の鋼板の間、及び前記第２の一対の鋼板の間が、それぞれ埋まると共に前記定着部材が埋まるようにコンクリート又はモルタルを打設することにより構築する。 In addition, the seismic reinforcement method for an existing chassis according to the present invention is a seismic reinforcement method for an existing chassis that performs seismic reinforcement of the existing chassis by attaching a reinforcing frame to the existing chassis, and includes a fixing member. A pair of steel plates are continuously installed over the reinforcement target portions so as to face each other along the pillars of the existing housing, and a second pair of steel plates provided with a fixing member are used as beams of the existing housing. Are continuously installed across the reinforcement target portions so as to face each other along , wherein the second pair of steel plates are disposed between the first pair of steel plates and the left and right ends are It is made continuous through a steel plate joined to a first pair of steel plates, or the first pair of steel plates is disposed between the second pair of steel plates, and the upper and lower ends are the second pair. It is continuously via a bonded steel plate of the steel plate, the first at Column joint part The pair of steel plates and the second pair of steel plates are joined, and the concrete is such that the space between the first pair of steel plates and the space between the second pair of steel plates are filled and the fixing member is buried. Or it is constructed by placing mortar.
前記既存躯体の耐震補強方法において、前記既存躯体にアンカーを打設して前記コンクリート又はモルタルを前記アンカーが埋まるように打設してもよい。 In the seismic reinforcement method for the existing frame, an anchor may be driven on the existing frame, and the concrete or mortar may be driven so that the anchor is buried.
本発明によれば、低コストで十分な耐力を有する補強架構を構築できる。 According to the present invention, it is possible to construct a reinforcing frame having a sufficient yield strength at a low cost.
以下、本発明の一実施形態を、図面を参照しながら説明する。図１は、一実施形態に係る既存躯体１の耐震補強構造を示す立面図であり、図２は、図１の２−２断面図（平断面図）であり、図３は、図１の３−３断面図（立断面図）である。これらの図に示すように、本実施形態に係る既存躯体１の耐震補強構造は、既存躯体１に外付けされて既存躯体１の耐力・剛性を向上させる補強架構１０を備える。耐震補強の対象の既存躯体１は、鉄筋コンクリート造、鉄骨鉄筋コンクリート造、鉄骨造等の建物であり、この既存躯体１の室外に補強架構１０が設置されている。 Hereinafter, an embodiment of the present invention will be described with reference to the drawings. FIG. 1 is an elevation view showing a seismic reinforcement structure of an existing housing 1 according to an embodiment, FIG. 2 is a sectional view (plan sectional view) taken along the line 2-2 in FIG. 1, and FIG. FIG. 3-3 is a sectional view (elevated sectional view). As shown in these drawings, the seismic reinforcement structure of the existing housing 1 according to this embodiment includes a reinforcing frame 10 that is externally attached to the existing housing 1 and improves the proof stress and rigidity of the existing housing 1. The existing frame 1 to be subjected to seismic reinforcement is a building such as a reinforced concrete structure, a steel-framed reinforced concrete structure, a steel frame structure, and the reinforcement frame 10 is installed outside the existing frame 1.
補強架構１０は、既存躯体１の柱（以下、既存柱という）２に定着された複数の柱部２０と、柱部２０間に架設された複数の梁部３０とを備える。ここで、補強架構１０は、複数の平面架構１１を備えており、各平面架構１１が、既存躯体１の隔壁面に面して設置されている。 The reinforcing frame 10 includes a plurality of column portions 20 fixed to a column (hereinafter referred to as an existing column) 2 of the existing frame 1 and a plurality of beam portions 30 installed between the column portions 20. Here, the reinforcing frame 10 includes a plurality of plane frames 11, and each plane frame 11 is installed facing the partition wall surface of the existing housing 1.
柱部２０は、左右一対の鋼板２１と、この一対の鋼板２１の間にコンクリート又はモルタル（本実施形態では高強度コンクリート）が打設されて構築された断面形状が長方形状のコンクリート部２２と、鋼板２１に打設された複数列のスタッド２３と、コンクリート部２２に配筋された複数のせん断補強筋２６とを備えている。この柱部２０では、Ｈ形鋼のフランジに相当する部分が鋼板２１で構成され、左右の鋼板２１の間にコンクリート又はモルタルが、スタッド２３が埋まるように打設されることにより左右の鋼板２１が一体化されている。 The column portion 20 includes a pair of left and right steel plates 21 and a concrete portion 22 having a rectangular cross-section constructed by placing concrete or mortar (high-strength concrete in the present embodiment) between the pair of steel plates 21. A plurality of studs 23 placed on the steel plate 21 and a plurality of shear reinforcement bars 26 arranged on the concrete portion 22 are provided. In this column portion 20, the portion corresponding to the flange of the H-shaped steel is constituted by a steel plate 21, and concrete or mortar is placed between the left and right steel plates 21 so that the studs 23 are buried, whereby the left and right steel plates 21. Are integrated.
また、既存躯体１の隅柱３には、断面形状がＬ型の柱部２０Ｌが定着されている。この柱部２０Ｌは、隣接する平面架構１１の端の柱部２０同士が一体化された構成である。 Further, a column portion 20L having an L-shaped cross section is fixed to the corner column 3 of the existing housing 1. This column portion 20L has a configuration in which the column portions 20 at the ends of the adjacent planar frames 11 are integrated.
また、梁部３０は、上下一対の鋼板３１と、この一対の鋼板３１の間にコンクリート又はモルタル（本実施形態では、高強度コンクリート）が打設されて構築された断面形状が長方形状のコンクリート部３２と、鋼板３１に打設されたスタッド３３と、コンクリート部３２に配筋されたせん断補強筋３６とを備えている。この梁部３０も柱部２０と同様に、Ｈ形鋼のフランジに相当する部分を鋼板３１で構成し、上下の鋼板２１の間にコンクリート又はモルタルを打設することにより上下の鋼板３１を一体化している。 The beam portion 30 is a concrete having a rectangular cross section constructed by placing a pair of upper and lower steel plates 31 and concrete or mortar (high strength concrete in this embodiment) between the pair of steel plates 31. A portion 32, a stud 33 placed on the steel plate 31, and a shear reinforcement bar 36 arranged in the concrete portion 32 are provided. Similarly to the column portion 20, the beam portion 30 is also formed of a steel plate 31 in a portion corresponding to the flange of the H-shaped steel, and the upper and lower steel plates 31 are integrated by placing concrete or mortar between the upper and lower steel plates 21. It has become.
平面架構１１の柱梁仕口部１２では、梁部３０の鋼板３１が柱部２０の鋼板２１の外面に溶接又はボルトにより接合され、柱部２０の左右両側の鋼板２１の間に鋼板３４が配されて、該鋼板３４の両端が左右の鋼板２１に溶接又はボルトにより接合されている。これにより、複数の鋼板３１が柱梁仕口部１２の鋼板３４を介して連続している。なお、平面架構１１の柱梁仕口部１２では、柱部２０の鋼板２１を梁部３０の鋼板３１の外面に接合し、梁部３０の上下両側の鋼板２１の間に鋼板を配し、該鋼板の両端を上下の鋼板３１に接合してもよい。 In the column beam joint portion 12 of the plane frame 11, the steel plate 31 of the beam portion 30 is joined to the outer surface of the steel plate 21 of the column portion 20 by welding or bolts, and the steel plates 34 are interposed between the steel plates 21 on the left and right sides of the column portion 20. The both ends of the steel plate 34 are joined to the left and right steel plates 21 by welding or bolts. Thereby, the some steel plate 31 is continuing via the steel plate 34 of the column beam joint part 12. FIG. In addition, in the column beam joint portion 12 of the plane frame 11, the steel plate 21 of the column portion 20 is joined to the outer surface of the steel plate 31 of the beam portion 30, and the steel plates are arranged between the steel plates 21 on both the upper and lower sides of the beam portion 30, You may join the both ends of this steel plate to the upper and lower steel plates 31.
図４は、柱部２０を拡大して示す平断面図である。この図に示すように、既存柱２には複数列のあと施工アンカー２５が打設されており、このあと施工アンカー２５がコンクリート部２２に埋め込まれることで柱部２０が既存柱２に定着されている。また、コンクリート部２２には、長方形状のせん断補強筋（フープ筋）２６が、その長手方向の端部が、スタッド２３と上下に重なり合うように配筋されている。このせん断補強筋２６は、各段の複数のスタッド２３毎に配筋されており、コンクリート部２２のせん断剛性を高め、左右の鋼板２１の一体性を高めている。ここで、鋼板２１の幅、厚みは夫々３００ｍｍ、２５ｍｍであり、コンクリート部２２の厚みは３００ｍｍである。 FIG. 4 is an enlarged plan sectional view showing the column portion 20. As shown in this figure, multiple columns of post-construction anchors 25 are placed on the existing columns 2, and then the column 20 is fixed to the existing columns 2 by being embedded in the concrete portion 22. ing. In addition, a rectangular shear reinforcing bar (hoop bar) 26 is arranged in the concrete part 22 so that the end in the longitudinal direction overlaps the stud 23 in the vertical direction. The shear reinforcement bars 26 are arranged for each of the plurality of studs 23 at each stage, and increase the shear rigidity of the concrete portion 22 and increase the integrity of the left and right steel plates 21. Here, the width and thickness of the steel plate 21 are 300 mm and 25 mm, respectively, and the thickness of the concrete portion 22 is 300 mm.
図５は、梁部３０を拡大して示す立断面図である。この図に示すように、コンクリート部３２には、長方形状のせん断補強筋（フープ筋）３６が、その長手方向の端部が、スタッド３３と左右に重なり合うように配筋されている。このせん断補強筋３６は、各行の複数のスタッド３３毎に配筋されており、コンクリート部３２のせん断剛性を高め、上下の鋼板３１の一体性を高めている。ここで、鋼板３１、３４の幅、厚みは夫々３００ｍｍ、２５ｍｍであり、コンクリート部３２の厚みは３００ｍｍである。 FIG. 5 is an enlarged cross-sectional view showing the beam portion 30. As shown in this figure, a rectangular shear reinforcement bar (hoop bar) 36 is arranged in the concrete part 32 so that the end in the longitudinal direction overlaps the stud 33 on the left and right. The shear reinforcement bars 36 are arranged for each of the plurality of studs 33 in each row, increase the shear rigidity of the concrete portion 32, and improve the integrity of the upper and lower steel plates 31. Here, the width and thickness of the steel plates 31 and 34 are 300 mm and 25 mm, respectively, and the thickness of the concrete portion 32 is 300 mm.
図６は、柱部２０の他の実施例を示す平断面図である。この図に示すように、本実施例では、最も外側の列のスタッド２３に替えて、スタッドとせん断補強筋とを兼ねるスタッド兼用せん断補強筋１２６が設けられている。このスタッド兼用せん断補強筋１２６は、左右の鋼板２１に両端を溶接された鉄筋１２６Ａと、スタッド２３の頭部２３Ａとコンクリート部２２の厚み方向に並ぶように設けられた拡径部１２６Ｂとを備えている。 FIG. 6 is a plan sectional view showing another embodiment of the column portion 20. As shown in this figure, in this embodiment, instead of the outermost row of studs 23, stud combined shear reinforcement bars 126 serving as studs and shear reinforcement bars are provided. The stud combined shear reinforcing bar 126 includes a reinforcing bar 126A welded at both ends to the left and right steel plates 21, and a diameter-expanded portion 126B provided so as to be aligned in the thickness direction of the head portion 23A of the stud 23 and the concrete portion 22. ing.
以上のような構成の補強架構１０を構築するには、まず、あと施工アンカー２５を既存柱２に打設して、鋼板２１、３１、３４を架設する。そして、鋼板２１、３１、３４を幅方向に挟むように型枠を設置して、該型枠と鋼板２１、３１、３４との間にコンクリート又はモルタルを打設する。ここで、鋼板３１、３４にはコンクリート又はモルタルを注入する注入口を設けておき、該注入口から、鋼板２１、３１、３４及び型枠で囲まれた空間に、コンクリート又はモルタルを打設する。 In order to construct the reinforcing frame 10 having the above-described configuration, first, the post-construction anchor 25 is placed on the existing pillar 2 and the steel plates 21, 31, and 34 are installed. Then, a mold is installed so that the steel plates 21, 31, and 34 are sandwiched in the width direction, and concrete or mortar is placed between the mold and the steel plates 21, 31, and 34. Here, the steel plates 31 and 34 are provided with an inlet for injecting concrete or mortar, and the concrete or mortar is placed from the inlet into the space surrounded by the steel plates 21, 31 and 34 and the formwork. .
以上説明したように、本実施形態に係る既存躯体１の耐震補強構造では、既存躯体１に補強架構１０が外付けされることで既存躯体１の耐震補強がなされる。ここで、補強架構１０の柱部２０は、既存柱２に沿って延びるように互いに平行に配された左右一対の鋼板２１と、この左右一対の鋼板２１の間を埋めるようにコンクリートにより構築されたコンクリート部２２と、左右一対の鋼板２１に設けられ、該左右一対の鋼板２１をコンクリート部２２に定着させるスタッド２３とを備えている。また、補強架構１０の梁部３０は、既存梁４に沿って延びるように互いに平行に配された上下一対の鋼板３１と、この上下一対の鋼板３１の間を埋めるようにコンクリートにより構築されたコンクリート部３２と、上下一対の鋼板３１に設けられ、該上下一対の鋼板３１をコンクリート部３２に定着させるスタッド３３とを備えている。 As described above, in the seismic reinforcement structure of the existing chassis 1 according to the present embodiment, the existing chassis 1 is seismically reinforced by attaching the reinforcing frame 10 to the existing chassis 1. Here, the column portion 20 of the reinforcing frame 10 is constructed of concrete so as to fill a space between the pair of left and right steel plates 21 arranged in parallel to each other so as to extend along the existing columns 2 and the pair of left and right steel plates 21. And a stud 23 provided on the pair of left and right steel plates 21 and fixing the pair of left and right steel plates 21 to the concrete portion 22. The beam portion 30 of the reinforcing frame 10 is constructed of concrete so as to fill a space between the pair of upper and lower steel plates 31 arranged in parallel to each other so as to extend along the existing beam 4 and the pair of upper and lower steel plates 31. A concrete portion 32 and a stud 33 provided on the pair of upper and lower steel plates 31 and fixing the pair of upper and lower steel plates 31 to the concrete portion 32 are provided.
即ち、柱部２０及び梁部３０では、曲げ剛性への寄与度が大きいＨ形鋼のフランジに相当する部分を鋼板２１又は鋼板３１で構成し、せん断剛性への寄与度が大きいＨ形鋼のウェブに相当する部分を断面形状が長方形状のコンクリート部２２又はコンクリート部３２で構成し、これらをスタッド２３又はスタッド３３で一体化させている。ここで、柱及び梁をＨ形鋼にする場合でも、Ｈ形鋼を既存躯体１に定着させるためにコンクリート又はモルタルの打設を要していたことから、工程数を増加することなく、Ｈ形鋼のウェブに相当する部分のせん断剛性を高めることができる。さらに、せん断剛性を高めるために既製品にない大断面のＨ形鋼を製作する場合に比して、柱部２０及び梁部３０を構築するコストを低減できる。一方、曲げ剛性については、鋼板２１、３１を厚くすることで高くすることができ、Ｈ形鋼のフランジを厚くする場合に比して、容易且つ低コストで調整できる。従って、本実施形態によれば、低コストで十分なせん断耐力を有する補強架構１０を構築できる。 That is, in the column part 20 and the beam part 30, the part corresponding to the flange of the H-shaped steel having a large contribution to the bending rigidity is constituted by the steel plate 21 or the steel sheet 31, and the H-shaped steel having a large contribution to the shear rigidity is formed. A portion corresponding to the web is constituted by a concrete portion 22 or a concrete portion 32 having a rectangular cross-sectional shape, and these are integrated by a stud 23 or a stud 33. Here, even when the columns and beams are made to be H-shaped steel, since concrete or mortar is required to be fixed in order to fix the H-shaped steel to the existing housing 1, the number of steps is not increased. The shear rigidity of the portion corresponding to the shaped steel web can be increased. Furthermore, the cost for constructing the column part 20 and the beam part 30 can be reduced as compared with the case of producing a H-section steel having a large cross section that is not available in the ready-made product in order to increase the shear rigidity. On the other hand, the bending rigidity can be increased by increasing the thickness of the steel plates 21 and 31, and can be adjusted easily and at a lower cost than when the flange of the H-section steel is increased. Therefore, according to this embodiment, the reinforcement frame 10 which has sufficient shear strength at low cost can be constructed.
また、本実施形態に係る耐震補強構造では、既存躯体１に打設されたあと施工アンカー２５が、柱部２０のコンクリート部２２に埋設されることで、柱部２０が既存躯体１に定着されている。これによって、コンクリート又はモルタルを打設することで、Ｈ形鋼のウェブに相当する部分を構築すると共に、柱部２０を既存躯体１に定着させることができる。 Further, in the seismic reinforcement structure according to the present embodiment, the construction anchor 25 is embedded in the concrete portion 22 of the column portion 20 after being placed in the existing case 1, so that the column portion 20 is fixed to the existing case 1. ing. Thus, by placing concrete or mortar, a portion corresponding to the H-shaped steel web can be constructed, and the column portion 20 can be fixed to the existing housing 1.
図７は、柱部２０の他の実施形態の柱部１２０を示す平断面図である。この図に示すように、柱部１２０は、上記実施形態に係るコンクリート部２２に替えて、一対の鋼板２１の間に繊維補強コンクリート又は繊維補強モルタル（本実施形態では繊維補強コンクリート）が打設されて構築された断面形状が長方形状の繊維補強コンクリート部１２２を備えている。 FIG. 7 is a cross-sectional plan view showing a pillar part 120 of another embodiment of the pillar part 20. As shown in this figure, in the column part 120, instead of the concrete part 22 according to the above embodiment, fiber reinforced concrete or fiber reinforced mortar (in this embodiment, fiber reinforced concrete) is placed between a pair of steel plates 21. Thus, the constructed fiber reinforced concrete portion 122 having a rectangular cross section is provided.
繊維補強コンクリート部１２２にはあと施工アンカー２５が埋設されており、これにより、柱部１２０が既存柱２に定着されている。ここで、繊維補強コンクリート部１２２には、せん断補強筋が配筋されていないが、繊維補強コンクリート部１２２のせん断剛性により、左右の鋼板２１の一体性が確保されている。 A post-construction anchor 25 is embedded in the fiber reinforced concrete portion 122, and thereby the column portion 120 is fixed to the existing column 2. Here, the fiber reinforced concrete portion 122 is not provided with shear reinforcement bars, but the integrity of the left and right steel plates 21 is ensured by the shear rigidity of the fiber reinforced concrete portion 122.
図８は、他の実施形態に係る既存躯体１の耐震補強構造を示す立面図であり、図９は、図８の９−９断面図（平断面図）であり、図１０は、図８の１０−１０断面図（立断面図）である。これらの図に示すように、本実施形態に係る既存躯体１の耐震補強構造では、補強架構２００が、既存柱２から離間して配された柱部２２０と、既存梁４から離間して配された梁部２３０とを備えている。ここで、補強架構２００は、梁部２３０がブレース２４０により既存梁４に接続されることで、既存躯体１と一体化されている。 FIG. 8 is an elevation view showing the seismic reinforcement structure of the existing housing 1 according to another embodiment, FIG. 9 is a sectional view (plan sectional view) 9-9 of FIG. 8, and FIG. FIG. 8 is a cross-sectional view (elevated cross-sectional view) taken along line 10-10. As shown in these drawings, in the seismic retrofit structure of the existing frame 1 according to the present embodiment, the reinforcing frame 200 is arranged so as to be separated from the existing beam 4 and the column part 220 arranged away from the existing column 2. The beam portion 230 is provided. Here, the reinforcing frame 200 is integrated with the existing frame 1 by connecting the beam portion 230 to the existing beam 4 by the brace 240.
柱部２２０は、あと施工アンカーで既存柱２に定着されていないことを除いて、上述の実施形態の柱部２０と同様の構成である。一方、梁部２３０は、Ｈ形鋼であり、上下一対のフランジ２３０Ｆと、この一対のフランジ２３０Ｆを結合するウェブ２３０Ｗとを備えている。 The column part 220 has the same configuration as the column part 20 of the above-described embodiment, except that it is not fixed to the existing column 2 by a post-construction anchor. On the other hand, the beam portion 230 is an H-shaped steel, and includes a pair of upper and lower flanges 230F and a web 230W that couples the pair of flanges 230F.
補強架構２００の柱梁仕口部２１２では、梁部２３０の端部が柱部２２０の鋼板２１の外面に溶接又はボルトにより接合され、柱部２２０の左右両側の鋼板２１の間に鋼板３４が配されて、該鋼板３１の両端が左右の鋼板２１に溶接又はボルトにより接合されている。これにより、複数のフランジ２３０Ｆが柱梁仕口部２１２の鋼板３４を介して連続している。 In the column beam joint portion 212 of the reinforcing frame 200, the end portion of the beam portion 230 is joined to the outer surface of the steel plate 21 of the column portion 220 by welding or bolts, and the steel plate 34 is interposed between the steel plates 21 on the left and right sides of the column portion 220. The both ends of the steel plate 31 are joined to the left and right steel plates 21 by welding or bolts. Accordingly, the plurality of flanges 230F are continuous via the steel plate 34 of the column beam joint portion 212.
図１１は、梁部２３０を拡大して示す平断面図である。この図に示すように、既存梁４には複数のあと施工アンカー２５が打設されており、このあと施工アンカー２５が梁部２３０のウェブ２３０Ｗにボルトにより固定され、ブレース２４０が梁部２３０のウェブ２３０Ｗにボルトにより固定されている。これにより、補強架構２００が既存躯体１と一体化されている。 FIG. 11 is an enlarged plan sectional view showing the beam portion 230. As shown in this figure, a plurality of post-construction anchors 25 are driven into the existing beam 4, and then the construction anchors 25 are fixed to the web 230 </ b> W of the beam portion 230 with bolts, and the brace 240 is fixed to the beam portion 230. The web 230W is fixed with bolts. Thereby, the reinforcement frame 200 is integrated with the existing housing 1.
図１２は、他の実施形態に係る既存躯体１の耐震補強構造を示す立面図であり、図１３は、図１２の１３−１３断面図（立断面図）である。これらの図に示すように、本実施形態に係る既存躯体１の耐震補強構造では、補強架構３００が、既存柱２に定着された複数の柱部３２０と、柱部３２０間に架設された複数の梁部３０とを備える。柱部３２０は、Ｈ形鋼であり、左右一対のフランジ３２０Ｆと、この一対のフランジ３２０Ｆを結合するウェブ３２０Ｗとを備えている。 FIG. 12 is an elevation view showing the seismic reinforcement structure of the existing housing 1 according to another embodiment, and FIG. 13 is a 13-13 sectional view (an elevated sectional view) of FIG. As shown in these drawings, in the seismic reinforcement structure of the existing housing 1 according to the present embodiment, the reinforcing frame 300 includes a plurality of column portions 320 fixed to the existing column 2 and a plurality of column portions 320 installed between the column portions 320. The beam part 30 is provided. The column part 320 is H-shaped steel, and includes a pair of left and right flanges 320F and a web 320W that couples the pair of flanges 320F.
既存柱２には複数列のあと施工アンカー２５が打設され、ウェブ３２０Ｗと既存柱２との間にコンクリート又はモルタルが打設されており、あと施工アンカー２５がコンクリート又はモルタルに埋め込まれることで、柱部３２０が既存柱２に定着されている。また、梁部３０の鋼板３１の端部が柱部３２０のフランジ３２０Ｆに溶接又はボルトにより結合されている。 Multiple columns of post-construction anchors 25 are placed on the existing pillar 2, and concrete or mortar is placed between the web 320W and the existing columns 2, and the post-construction anchor 25 is embedded in the concrete or mortar. The column part 320 is fixed to the existing pillar 2. Moreover, the edge part of the steel plate 31 of the beam part 30 is couple | bonded with the flange 320F of the pillar part 320 by welding or a volt | bolt.
なお、上述の実施形態は、本発明の理解を容易にするためのものであり、本発明を限定するものではない。本発明はその趣旨を逸脱することなく、変更、改良され得ると共に本発明にはその等価物が含まれることは勿論である。例えば、上述の実施形態では、鋼板２１、３１を平板としたが、図１４に示すチャンネル形の鋼板１２１やＬ形の鋼板を用いてもよい。 In addition, the above-mentioned embodiment is for making an understanding of this invention easy, and does not limit this invention. It goes without saying that the present invention can be changed and improved without departing from the gist thereof, and that the present invention includes equivalents thereof. For example, in the above-described embodiment, the steel plates 21 and 31 are flat plates, but a channel-shaped steel plate 121 or an L-shaped steel plate shown in FIG. 14 may be used.
１ 既存躯体、２ 既存柱、３ 隅柱、４ 既存梁、１０ 補強架構、１１ 平面架構、１２ 柱梁仕口部、２０ 柱部、２０Ｌ 柱部、２１ 鋼板、２２ コンクリート部、２３ スタッド、２３Ａ 頭部、２５ あと施工アンカー、２６ せん断補強筋、３０ 梁部、３１ 鋼板、３２ コンクリート部、３３ スタッド、３４ 鋼板、３６ せん断補強筋、１２０ 柱部、１２１ 鋼板、１２２ 繊維補強コンクリート部、１２６ スタッド兼用せん断補強筋、１２６Ａ 鉄筋、１２６Ｂ 拡径部、２００ 補強架構、２１２ 柱梁仕口部、２２０ 柱部、２３０ 梁部、２３０Ｆ フランジ、２３０Ｗ ウェブ、２４０ ブレース、３００ 補強架構、３２０ 柱部、３２０Ｆ フランジ、３２０Ｗ ウェブ 1 Existing frame, 2 Existing column, 3 Corner column, 4 Existing beam, 10 Reinforced frame, 11 Plane frame, 12 Column beam joint, 20 Column, 20L Column, 21 Steel plate, 22 Concrete, 23 Stud, 23A Head, 25 Post-installed anchor, 26 Shear reinforcement, 30 Beam part, 31 Steel plate, 32 Concrete part, 33 Stud, 34 Steel plate, 36 Shear reinforcement, 120 Column part, 121 Steel plate, 122 Fiber reinforced concrete part, 126 Stud Combined shear reinforcement, 126A Reinforcing bar, 126B Expanded diameter part, 200 Reinforced frame, 212 Column beam joint, 220 Column, 230 Beam, 230F Flange, 230W Web, 240 brace, 300 Reinforced frame, 320 Column, 320F Flange, 320W web
Claims (4)
前記補強架構は、前記既存躯体の柱に沿って互いに対面するように、補強対象箇所に亘って連続的に配された第１の一対の鋼板と、前記既存躯体の梁に沿って互いに対面するように、補強対象箇所に亘って連続的に配された第２の一対の鋼板とが、柱梁仕口部において接合されてなり、前記第２の一対の鋼板は、前記第１の一対の鋼板の間に配設されて左右両端が前記第１の一対の鋼板に接合された鋼板を介して連続し、又は、前記第１の一対の鋼板は、前記第２の一対の鋼板の間に配設されて上下両端が前記第２の一対の鋼板に接合された鋼板を介して連続している補強鋼板と、前記第１の一対の鋼板の間、及び前記第２の一対の鋼板の間を、それぞれ埋めるようにコンクリート又はモルタルにより構築されたコンクリート／モルタル部と、前記第１及び第２の一対の鋼板に設けられ、前記第１及び第２の一対の鋼板を前記コンクリート／モルタル部に定着させる定着部材とを有する、柱及び梁を備える既存躯体の耐震補強構造。 A seismic reinforcement structure for an existing chassis in which the existing chassis is seismically strengthened by externally attaching a reinforcing frame to the existing chassis,
The reinforcement frame faces each other along a beam of the first pair of steel plates continuously arranged over the reinforcement target portions and the beam of the existing box so as to face each other along the columns of the existing box. as such, the second is a pair of steel plates arranged in continuously over a reinforcing target portion, Ri Na are joined at Column joint portion, said second pair of steel sheet, said first pair The left and right ends are arranged between the steel plates and are continuous through the steel plates joined to the first pair of steel plates, or the first pair of steel plates are between the second pair of steel plates. a reinforcing steel plate upper and lower ends are disposed are you are continuously via a bonded steel plate to said second pair of steel sheet, between the first pair of steel plates, and the second pair of steel plates A concrete / mortar part constructed with concrete or mortar to fill the gap A seismic reinforcement structure for an existing housing having a column and a beam, which is provided on the first and second pair of steel plates and has a fixing member for fixing the first and second pair of steel plates to the concrete / mortar portion. .
定着部材を設けた第１の一対の鋼板を前記既存躯体の柱に沿って互いに対面するように、補強対象箇所に亘って連続的に設置すると共に、定着部材を備えた第２の一対の鋼板を前記既存躯体の梁に沿って互いに対面するように、補強対象箇所に亘って連続的に設置し、その際、前記第２の一対の鋼板を、前記第１の一対の鋼板の間に配設されて左右両端が前記第１の一対の鋼板に接合された鋼板を介して連続させ、又は、前記第１の一対の鋼板を、前記第２の一対の鋼板の間に配設されて上下両端が前記第２の一対の鋼板に接合された鋼板を介して連続させ、柱梁仕口部において前記第１の一対の鋼板と前記第２の一対の鋼板とを接合し、前記第１の一対の鋼板の間、及び前記第２の一対の鋼板の間が、それぞれ埋まると共に前記定着部材が埋まるようにコンクリート又はモルタルを打設することにより構築する既存躯体の耐震補強方法。 A seismic retrofitting method for an existing chassis that performs seismic reinforcement of the existing chassis by externally attaching a reinforcing frame to the existing chassis,
A first pair of steel plates provided with a fixing member are continuously installed over the reinforcement target portions so as to face each other along the pillars of the existing casing, and a second pair of steel plates provided with the fixing member. Are continuously installed over the reinforcement target portions so as to face each other along the beams of the existing frame, and at this time, the second pair of steel plates are arranged between the first pair of steel plates. The left and right ends are connected via a steel plate joined to the first pair of steel plates, or the first pair of steel plates are arranged between the second pair of steel plates and moved up and down. Both ends are made continuous via a steel plate joined to the second pair of steel plates, the first pair of steel plates and the second pair of steel plates are joined at a column beam joint, and the first pair Between the pair of steel plates and between the second pair of steel plates are buried, and the fixing member is Retrofit existing methods precursor be constructed by pouring the concrete or mortar as whole.
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