JP3521372B2 - Building frame reinforcement structure - Google Patents
Building frame reinforcement structureInfo
- Publication number
- JP3521372B2 JP3521372B2 JP07291996A JP7291996A JP3521372B2 JP 3521372 B2 JP3521372 B2 JP 3521372B2 JP 07291996 A JP07291996 A JP 07291996A JP 7291996 A JP7291996 A JP 7291996A JP 3521372 B2 JP3521372 B2 JP 3521372B2
- Authority
- JP
- Japan
- Prior art keywords
- cotters
- opening
- wall body
- frame
- existing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Working Measures On Existing Buildindgs (AREA)
Description
【0001】[0001]
【発明の属する技術分野】本発明は、建物の骨組の補強
構造に係り、特に既存の建物の骨組を耐震補強するため
の補強構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a reinforcing structure for a building frame, and more particularly to a reinforcing structure for seismically reinforcing an existing building frame.
【0002】[0002]
【従来の技術】既存の建物の耐力を上げる方法として、
柱と梁で囲まれた開口内に鉄筋コンクリート造の壁体を
増設する方法、あるいは同開口内にブレースを取り付け
た鉄骨枠を組み込んで接合する方法等がある。2. Description of the Related Art As a method of increasing the proof stress of an existing building,
There is a method of adding a reinforced concrete wall in the opening surrounded by columns and beams, or a method of incorporating and joining a steel frame with braces in the opening.
【0003】図3は鉄筋コンクリート造の壁体を、柱と
梁で囲まれる開口内に増設して骨組を補強した場合の例
を示す。ここでは、開口2を構成する上側の梁1に対し
て、増設する壁体3をどのように組み付けるかを示して
いる。この場合、まず図(a)に示すように、梁1の開
口2側の面1aより、梁1のコンクリート1bに対し
て、梁鉄筋1cを避けながら、頭付きの後施工アンカー
5を打ち込む。そして、図(b)、(c)に示すよう
に、前記開口2内に、壁体3を構成する鉄筋7を組み込
み、上端にスパイラルフープ4を配して、壁体側3のダ
ボ鉄筋6をスパイラルフープ4の隙間を通して後施工ア
ンカー5に接続する。この状態で、コンクリート8を打
設することにより、開口2内に組み込んだ壁体3を、梁
1や柱に接合して、柱と梁からなる骨組を補強してい
る。FIG. 3 shows an example in which a reinforced concrete wall body is additionally installed in an opening surrounded by columns and beams to reinforce the frame. Here, how to add the additional wall body 3 to the upper beam 1 forming the opening 2 is shown. In this case, first, as shown in FIG. 1A, the post-installed anchor 5 with a head is driven into the concrete 1b of the beam 1 from the surface 1a on the opening 2 side while avoiding the beam rebar 1c. Then, as shown in FIGS. (B) and (c), the reinforcing bar 7 that constitutes the wall body 3 is incorporated into the opening 2, the spiral hoop 4 is arranged at the upper end, and the dowel reinforcing bar 6 on the wall side 3 is attached. It is connected to the post-installed anchor 5 through the gap of the spiral hoop 4. In this state, by pouring concrete 8, the wall body 3 incorporated in the opening 2 is joined to the beam 1 or the column to reinforce the frame composed of the column and the beam.
【0004】また、図4は別の従来例を示している。こ
の例では、柱11と梁1で囲まれた開口2内に、ブレー
ス15を取り付けた鉄骨枠16(これも本明細書では壁
体とみなす)を組み込んで接合することにより、柱11
と梁1からなる骨組を補強している。この場合も、後施
工アンカーボルト18を、柱11と梁1の開口2側の面
に打ち込んでいる。また、鉄骨枠16の外周に頭付きス
タッド17を設け、鉄骨枠16と開口2の周縁部の隙間
にスパイラルフープ19を配して、該隙間に現場打ちコ
ンクリート(モルタルも含む)20を打設することによ
り、鉄骨枠16と既存躯体(柱11、梁1)とを接合し
ている。FIG. 4 shows another conventional example. In this example, a steel frame 16 having braces 15 attached (also referred to as a wall body in the present specification) is incorporated into the opening 2 surrounded by the pillar 11 and the beam 1 to join the pillar 11 and the pillar 11.
The frame consisting of and beam 1 is reinforced. Also in this case, the post-installed anchor bolt 18 is driven into the surface of the column 11 and the beam 1 on the side of the opening 2. Further, a headed stud 17 is provided on the outer periphery of the steel frame 16, a spiral hoop 19 is arranged in a gap between the steel frame 16 and the peripheral portion of the opening 2, and cast-in-place concrete (including mortar) 20 is placed in the gap. By doing so, the steel frame 16 and the existing frame (column 11, beam 1) are joined.
【0005】ところで、上記従来例では、既存躯体(図
3では上側の梁1、図4では柱11と上側の梁1)に埋
め込んだ多数の後施工アンカー5、18によって、既存
躯体と、補強部材である壁体3あるいはブレース15付
き鉄骨枠16との一体化を図っているが、後施工アンカ
ー5、18の打ち込みは、激しい音や埃が出るため、居
住者がいるときには施工できない。また、既存躯体内の
鉄筋や鉄骨のために、後施工アンカー5、18の打ち込
み箇所が限定され、施工性が悪い等の問題がある。By the way, in the above-mentioned conventional example, a large number of post-installed anchors 5 and 18 embedded in the existing skeleton (upper beam 1 in FIG. 3, pillar 11 and upper beam 1 in FIG. 4) are used to reinforce the existing skeleton. Although the wall body 3 as a member or the steel frame 16 with the brace 15 is integrated, the post-installed anchors 5 and 18 cannot be installed when a resident is present because of the violent noise and dust. Further, due to the reinforcing bars and steel frames in the existing body, the places where the post-installed anchors 5 and 18 are driven are limited, and there is a problem that the workability is poor.
【0006】そこで、後施工アンカー5、18の打ち込
みを極力減らすようにした構造として、図5(a)、
(b)に示すように、既存躯体である梁1の開口2側の
面1aに、開口2の周縁に沿う方向に間隔をおいて多数
の凸型コッタ10を接着し、これらコッタ10を壁厚中
央に含むように、壁体3のコンクリート8を打設するこ
とにより、補強用の壁体3を既存躯体(梁1)に一体化
させることが考えられている。Therefore, as a structure in which the driving of the post-installed anchors 5 and 18 is reduced as much as possible, as shown in FIG.
As shown in (b), a large number of convex cotters 10 are adhered to a surface 1a on the opening 2 side of a beam 1 which is an existing skeleton at intervals along a peripheral edge of the opening 2, and these cotters 10 are wall-mounted. It is considered that the reinforcing wall body 3 is integrated with the existing frame (beam 1) by placing the concrete 8 of the wall body 3 so as to be included in the thickness center.
【0007】この場合、開口2の面に沿う方向の面内剪
断力は、コッタ10を介して既存躯体(梁1)と補強用
壁体3との間で十分に伝達させることができるので、面
内剪断力を伝達させるための後施工アンカーやダボ筋は
省略することができる。しかし、開口2の面と交差する
方向の面外剪断力は、コッタ10だけでは十分に伝達さ
せることはできないので、コッタ10とコッタ10の間
に後施工アンカー5を打ち込んで、これに壁体3側のダ
ボ鉄筋6を嵌合させた上で、コンクリート8を打設する
ことにより、面外剪断力を伝達させるようにしている。
9はかんざし筋である。In this case, since the in-plane shearing force in the direction along the surface of the opening 2 can be sufficiently transmitted between the existing frame (beam 1) and the reinforcing wall body 3 via the cotter 10, Post-installed anchors and dowels for transmitting in-plane shear force can be omitted. However, since the out-of-plane shearing force in the direction intersecting the plane of the opening 2 cannot be sufficiently transmitted by the cotter 10 alone, the post-installed anchor 5 is driven between the cotters 10 and the wall member is inserted therein. The dowel rebar 6 on the 3 side is fitted and then the concrete 8 is cast to transmit the out-of-plane shearing force.
Reference numeral 9 is a knit muscle.
【0008】[0008]
【発明が解決しようとする課題】ところで、上述した従
来のコッタ10を用いた補強構造では、図6に概略的に
示すように、コッタ10を1個ずつ分離(個割り)して
既存躯体(ここでは梁1)に接着しているため、力の伝
達に有効に寄与する部分が、コッタ10を接着する梁1
の表面積の1/2程度であった。つまり、接着部分が符
号Aで示す範囲に限定されるため、剪断力の伝達効率が
低かった。また、各コッタが独立しているため、各コッ
タ自身の接着面が破断すると、そのコッタが滑りを生じ
て力の伝達機能を失い、補強用の壁体全体としての耐力
が急激に低下するおそれがあった。また、個別に多数の
コッタを接着する必要があるので、コッタの数だけ接着
手間がかかるという問題があった。By the way, in the above-described conventional reinforcing structure using the cotter 10, as shown schematically in FIG. 6, the cotters 10 are separated one by one (divided into pieces) and the existing skeleton ( Since it is bonded to the beam 1) here, the part that effectively contributes to the transmission of force is the beam 1 that bonds the cotter 10.
The surface area was about 1/2. That is, since the bonded portion is limited to the range indicated by the symbol A, the shear force transmission efficiency was low. Also, since each cotter is independent, if the adhesive surface of each cotter itself breaks, the cotter will slip and lose its force transmission function, and the proof strength of the entire reinforcing wall body may drop sharply. was there. In addition, since it is necessary to individually bond a large number of cotters, there is a problem in that the number of cotters requires a lot of bonding work.
【0009】本発明は、上記事情を考慮し、補強性能の
向上と施工の容易化が図れる建物の骨組の補強構造を提
供することを目的とする。In view of the above circumstances, it is an object of the present invention to provide a reinforcing structure for a frame of a building which can improve the reinforcing performance and facilitate construction.
【0010】[0010]
【課題を解決するための手段】請求項1の発明は、既設
建物の柱と梁で囲まれた開口内に壁体を増設することで
建物の骨組を補強した構造において、前記柱や梁の前記
開口側の面に、1枚の基板に複数の凸型コッタを連設し
て一体化したプレキャストコンクリート製の接合部材を
隙間無く並べて接着し、該接合部材を厚さ方向中間部に
含むように前記壁体のコンクリートを現場打設したこと
を特徴とする。According to a first aspect of the present invention, in a structure in which a frame of a building is reinforced by adding a wall body in an opening surrounded by columns and beams of an existing building, the structure of the columns and beams is improved. On the opening side surface, a joining member made of precast concrete, in which a plurality of convex cotters are continuously provided and integrated on one substrate, is provided.
It is characterized in that the concrete of the wall body is cast on site so that the joint members are adhered side by side without a gap and the joint member is included in the middle portion in the thickness direction.
【0011】また、請求項2の発明は、接合部材の複数
の凸型コッタ内に鉄筋を連続して配設したことを特徴と
する。Further, the invention of claim 2 is characterized in that the reinforcing bars are continuously arranged in the plurality of convex cotters of the joining member.
【0012】[0012]
【発明の実施の形態】以下、本発明の実施形態を図面に
基づいて説明する。図1は本発明の実施形態の補強構造
を概略的に示している。この補強構造は、図5に示した
従来の補強構造と同様に、柱と梁で囲まれた開口内に鉄
筋コンクリート造の壁体を組み込んで、外周部を既存躯
体に接合することにより、既存躯体の骨組を補強したも
のである。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 schematically shows a reinforcing structure according to an embodiment of the present invention. This reinforced structure is similar to the conventional reinforced structure shown in FIG. 5, in which a wall made of reinforced concrete is incorporated into the opening surrounded by columns and beams, and the outer peripheral portion is joined to the existing skeleton to create an existing skeleton. It is a reinforced skeleton.
【0013】この補強構造は、図5の従来の補強構造を
改良したもので、図1(a)に示すように、柱や梁1等
の既存躯体の開口2側の面1aに、開口面(開口2の
面)に沿った方向の面内剪断力を伝達する部材として接
合部材30を接着し、この接合部材30を壁厚の中央に
含むように、壁体3のコンクリート8を打設している。
接合部材30は、正面視台形の凸型コッタ32を、所定
厚さを有した基板31上に一定間隔をおいて複数連設
し、一体化した構造のプレキャストコンクリート製のも
のである。これらの接合部材30は、梁1の開口2側の
面1aに、隙間無く基板31を並べて接着することで梁
1に固定されており、それにより、凸部としてのコッタ
32が一定ピッチで並んでいる。この場合、各接合部材
30の複数の凸型コッタ32内には、図1(b)に示す
ように、基板31を通して連続した鉄筋33が埋め込ま
れ、コッタ32の強度アップが図られている。その他の
構成は図5と同じである。This reinforcing structure is an improvement of the conventional reinforcing structure shown in FIG. 5. As shown in FIG. 1 (a), an opening surface is formed on a surface 1a on the opening 2 side of an existing frame such as a pillar or a beam 1. The joining member 30 is adhered as a member for transmitting the in-plane shearing force in the direction along (the surface of the opening 2), and the concrete 8 of the wall body 3 is cast so that the joining member 30 is included in the center of the wall thickness. is doing.
The joining member 30 is made of precast concrete having a structure in which a plurality of convex cotters 32 each having a trapezoidal shape in a front view are continuously arranged on a substrate 31 having a predetermined thickness at regular intervals. These joining members 30 are fixed to the beam 1 by arranging and adhering the substrates 31 to the surface 1a of the beam 1 on the side of the opening 2 side by side without a gap, whereby the cotters 32 as convex portions are arranged at a constant pitch. I'm out. In this case, continuous reinforcing bars 33 are embedded through the substrate 31 in the plurality of convex cotters 32 of each joining member 30 to enhance the strength of the cotter 32. Other configurations are the same as those in FIG.
【0014】この補強構造では、複数のコッタ32を連
設した接合部材30を、既存躯体(ここでは梁1)に接
着しているので、接着面を広くとることができ、既存躯
体の接着可能な表面積全体を有効利用して、コッタ32
と既存躯体の接合強度を高めることができる。従って、
結果的に、コッタ31を一体に有する接合部材30と壁
体3との間の剪断力の伝達能力が高まる。また、複数の
コッタを基板31を介して連結しているので、一部のコ
ッタ31に対応する接着面が破断しても、接合部材30
の接着面全体が破断するまでコッタ31が滑らない。従
って、図2に示すように、従来のような急激な耐力の低
下が抑えられる。また、複数のコッタ32を連設した接
合部材30を既存躯体に接着するので、接着工数が少な
くなり、施工が簡単になる。In this reinforcing structure, since the joining member 30 in which a plurality of cotters 32 are arranged in series is adhered to the existing frame (here, the beam 1), the bonding surface can be wide and the existing frame can be bonded. Effective use of the entire surface area, cotter 32
And the joint strength of the existing body can be increased. Therefore,
As a result, the ability to transmit the shearing force between the joint member 30 integrally including the cotter 31 and the wall body 3 is enhanced. Further, since the plurality of cotters are connected via the substrate 31, even if the adhesive surface corresponding to a part of the cotters 31 is broken, the joining member 30 is used.
The cotter 31 does not slide until the entire bonding surface of the cotter is broken. Therefore, as shown in FIG. 2, it is possible to suppress a rapid decrease in yield strength as in the conventional case. Moreover, since the joining member 30 in which the plurality of cotters 32 are provided in series is adhered to the existing frame, the number of adhering steps is reduced and the construction is simplified.
【0015】なお、上記実施形態では、鉄筋コンクリー
ト造の壁体3を開口2内に組み込んで骨組を補強する場
合を示したが、図4に示すように、ブレース15付きの
鉄骨枠16を補強用壁体として開口2内に組み込む場合
にも本発明は適用できる。その場合は、既存躯体に後施
工アンカーの代わりに、前記複数のコッタ32を連設し
た接合部材30を接着し、その接合部材30を厚さ方向
の中央に含むように、鉄骨枠16と既存躯体の隙間にコ
ンクリート(モルタルを含む)20を現場打設すれば、
上記実施形態と同様の効果を奏する。In the above embodiment, the case where the wall body 3 made of reinforced concrete is incorporated in the opening 2 to reinforce the skeleton is shown. However, as shown in FIG. 4, the steel frame 16 with the brace 15 is reinforced. The present invention can also be applied to the case of being incorporated in the opening 2 as a wall body. In that case, instead of the post-installed anchor, the joining member 30 in which the plurality of cotters 32 are continuously provided is bonded to the existing frame, and the joining member 30 is included in the center in the thickness direction so that the steel frame 16 and the existing frame are included. If concrete (including mortar) 20 is cast on site in the gap between the skeletons,
The same effect as that of the above embodiment is obtained.
【0016】[0016]
【発明の効果】以上説明したように、請求項1の発明に
よれば、複数のコッタを連設した接合部材を、従来の個
割りコッタの代わりに既存躯体に隙間無く並べて接着す
るので、コッタと既存躯体との接着面を広くとることが
でき、既存躯体の接着可能な表面積全体を有効利用し
て、コッタと既存躯体の接合強度を高めることができ
る。その結果、接合部材を介しての既存躯体と壁体との
間の剪断力の伝達能力が高まる。また、複数のコッタを
基板を介して連結しているので、一部のコッタに対応す
る接着面が破断しても、接合部材の接着面全体が破断す
るまでコッタが滑らない。従って、従来のような急激な
耐力の低下が抑えられ、壁体を組み込むことによる骨組
の補強性能を高めることができる。また、複数のコッタ
を連設した接合部材を既存躯体に接着するので、接着工
数が少なくなり、施工の合理化が図れる。また、請求項
2の発明のように、各コッタに連続した鉄筋を配設する
ことにより、コッタの強度アップが図れ、補強性能をよ
り高めることができる。As described above, according to the first aspect of the present invention, the joining member in which a plurality of cotters are arranged in series is adhered to the existing skeleton side by side without a gap , instead of the conventional individual cotter. The bonding surface between the existing skeleton and the existing skeleton can be widened, and the entire bondable surface area of the existing skeleton can be effectively used to increase the bonding strength between the cotter and the existing skeleton. As a result, the ability to transmit the shearing force between the existing skeleton and the wall through the joining member is enhanced. Further, since the plurality of cotters are connected via the substrate, even if the adhesive surface corresponding to some of the cotters is broken, the cotter does not slip until the entire adhesive surface of the joining member is broken. Therefore, it is possible to suppress a rapid decrease in yield strength as in the conventional case, and it is possible to enhance the reinforcing performance of the frame by incorporating the wall body. Moreover, since the joining member in which a plurality of cotters are arranged in series is adhered to the existing body, the number of adhering steps can be reduced and the construction can be rationalized. Further, as in the invention of claim 2, by disposing continuous reinforcing bars in each cotter, the strength of the cotter can be increased and the reinforcing performance can be further enhanced.
【図1】本発明の実施形態の概略構成図で、(a)は複
数のコッタを連設した接合部材を用いて補強用壁体を骨
組の開口内に一体に組み込んだ構造の一部を示す正面か
ら見た断面図、(b)は前記コッタ部分に連続して鉄筋
を埋め込んだ接合部材を示す断面図である。FIG. 1 is a schematic configuration diagram of an embodiment of the present invention, in which (a) shows a part of a structure in which a reinforcing wall body is integrally incorporated into an opening of a frame by using a joining member in which a plurality of cotters are continuously provided. The sectional view seen from the front is shown, and (b) is a sectional view showing the joining member in which the reinforcing bars are continuously embedded in the cotter portion.
【図2】本発明の実施形態の構造と、従来の個割りコッ
タを用いた構造の耐力を比較して示す特性図である。FIG. 2 is a characteristic diagram showing a comparison of the yield strengths of the structure of the embodiment of the present invention and the structure using a conventional cotter.
【図3】従来の補強構造の一例を示す図で、(a)は梁
のコンクリートに後施工アンカーを打ち込んだ状態を示
す断面図、(b)はそのアンカーを利用して開口内に組
み込んだ補強用の壁体を梁に接合しようとしている状態
を示す縦断面図、(c)は正面から見た断面図である。FIG. 3 is a view showing an example of a conventional reinforcing structure, (a) is a cross-sectional view showing a state in which a post-installed anchor is driven into concrete of a beam, and (b) is incorporated into an opening using the anchor. FIG. 3C is a vertical cross-sectional view showing a state in which the reinforcing wall body is being joined to the beam, and FIG.
【図4】従来の補強構造の他の例を示す図で、(a)は
正面から見た断面図、(b)は壁体に垂直な方向に縦割
りした縦断面図である。4A and 4B are views showing another example of a conventional reinforcing structure, FIG. 4A is a sectional view seen from the front, and FIG. 4B is a longitudinal sectional view vertically divided in a direction perpendicular to a wall body.
【図5】従来の補強構造のさらに他の例を示す図で、
(a)は壁体に垂直な方向に縦割りした縦断面図、
(b)は壁体の正面から見た断面図である。FIG. 5 is a view showing still another example of the conventional reinforcing structure,
(A) is a vertical cross-sectional view vertically divided into a wall body,
(B) is sectional drawing seen from the front of a wall.
【図6】図5の構造の要部を簡略化して示す正面から見
た断面図である。FIG. 6 is a cross-sectional view seen from the front, showing a simplified main part of the structure of FIG.
1 梁 1a 開口側の面 2 開口 3 鉄筋コンクリート造の壁体 8 コンクリート 30 接合部材 31 基板 32 凸型コッタ 33 鉄筋 16 ブレース付き鉄骨枠(壁体) 20 コンクリート 1 beam 1a Open side 2 openings 3 Reinforced concrete wall 8 concrete 30 joining members 31 substrate 32 convex cotter 33 Rebar 16 Steel frame with braces (wall) 20 concrete
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平4−146349(JP,A) 特開 昭53−126728(JP,A) 実開 平3−95407(JP,U) (58)調査した分野(Int.Cl.7,DB名) E04G 23/02 E04H 9/02 321 ─────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-4-146349 (JP, A) JP-A-53-126728 (JP, A) Fukuikai 3-95407 (JP, U) (58) Field (Int.Cl. 7 , DB name) E04G 23/02 E04H 9/02 321
Claims (2)
体を増設することで建物の骨組を補強した構造におい
て、 前記柱や梁の前記開口側の面に、1枚の基板に複数の凸
型コッタを連設して一体化したプレキャストコンクリー
ト製の接合部材を隙間無く並べて接着し、該接合部材を
厚さ方向中間部に含むように前記壁体のコンクリートを
現場打設したことを特徴とする建物の骨組の補強構造。1. In a structure in which a frame of a building is reinforced by adding a wall body in an opening surrounded by columns and beams of an existing building, one substrate is provided on a surface of the columns and beams on the opening side. A plurality of convex cotters are continuously connected to and integrated with each other to join and join the precast concrete joining members side by side without a gap , and the concrete of the wall body is cast on site so that the joining members are included in the middle portion in the thickness direction. Reinforcement structure of building frame characterized by that.
筋を連続して配設したことを特徴とする請求項1記載の
建物の骨組の補強構造。2. The reinforcing structure for a building frame according to claim 1, wherein reinforcing bars are continuously arranged in a plurality of convex cotters of the joining member.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP07291996A JP3521372B2 (en) | 1996-03-27 | 1996-03-27 | Building frame reinforcement structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP07291996A JP3521372B2 (en) | 1996-03-27 | 1996-03-27 | Building frame reinforcement structure |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH09268771A JPH09268771A (en) | 1997-10-14 |
JP3521372B2 true JP3521372B2 (en) | 2004-04-19 |
Family
ID=13503253
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP07291996A Expired - Fee Related JP3521372B2 (en) | 1996-03-27 | 1996-03-27 | Building frame reinforcement structure |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP3521372B2 (en) |
Families Citing this family (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH11182056A (en) * | 1997-12-17 | 1999-07-06 | Shimizu Corp | Building frame reinforcing structure |
-
1996
- 1996-03-27 JP JP07291996A patent/JP3521372B2/en not_active Expired - Fee Related
Also Published As
Publication number | Publication date |
---|---|
JPH09268771A (en) | 1997-10-14 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
JP2001027005A (en) | Connection structure of steel member and concrete in a composite structure | |
JP4942475B2 (en) | Reinforcement method and structure of existing columns | |
JP3992401B2 (en) | Seismic reinforcement method for existing buildings with RC seismic walls | |
JP2001303584A (en) | Structure for connecting head of foundation pile with footing | |
JP3521372B2 (en) | Building frame reinforcement structure | |
JP5144182B2 (en) | Seismic reinforcement structure and seismic reinforcement method for existing buildings | |
JPH10292639A (en) | Aseismatic reinforcing method for building | |
JP3929006B2 (en) | Construction method for expanded seismic walls | |
JP2001132268A (en) | Construction method for foundation base isolation structure | |
JPH0411199A (en) | Synthetic segment | |
JP3851563B2 (en) | Frame reinforcement structure and its construction method | |
JPH0776953A (en) | Damping structure | |
JP3776330B2 (en) | Seismic walls of existing buildings and construction methods | |
JPH1161982A (en) | Earthquake resistant reinforcing structure of building | |
JP3608130B2 (en) | Out-of-plane fall prevention structure for expanded seismic walls | |
JP2000136637A5 (en) | ||
JP2001254519A (en) | Reinforcing construction and reinforcing method using steel plate with joint bar | |
JP4660810B2 (en) | Boundary beam damper | |
JP3870871B2 (en) | Reinforcement structure of frame | |
JPH11107529A (en) | Binding method for post-placing concrete and post-placing concrete binder | |
JP3520488B2 (en) | Building frame reinforcement structure | |
JPH06185135A (en) | Precast earthquake resisting wall of complex structure | |
JPH10184031A (en) | Method of earthquake-proof reinforcing for already constructed pillar beam construction | |
JP2973985B2 (en) | RC column and steel beam joint structure | |
JP3981947B2 (en) | Seismic reinforcement method for existing buildings and seismic reinforcement structure for buildings |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20031208 |
|
A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20040120 |
|
A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20040129 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20100220 Year of fee payment: 6 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20100220 Year of fee payment: 6 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20110220 Year of fee payment: 7 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20110220 Year of fee payment: 7 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20120220 Year of fee payment: 8 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20120220 Year of fee payment: 8 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20130220 Year of fee payment: 9 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20130220 Year of fee payment: 9 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20140220 Year of fee payment: 10 |
|
LAPS | Cancellation because of no payment of annual fees |