JPH11131693A - Earthquake resistant reinforcing structure for existing building - Google Patents
Earthquake resistant reinforcing structure for existing buildingInfo
- Publication number
- JPH11131693A JPH11131693A JP31000297A JP31000297A JPH11131693A JP H11131693 A JPH11131693 A JP H11131693A JP 31000297 A JP31000297 A JP 31000297A JP 31000297 A JP31000297 A JP 31000297A JP H11131693 A JPH11131693 A JP H11131693A
- Authority
- JP
- Japan
- Prior art keywords
- steel
- seismic
- building
- floor slab
- earthquake
- 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.)
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- Rod-Shaped Construction Members (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
Description
【０００１】[0001]
【発明が属する技術分野】 本発明はＲＣ造またはＳＲ
Ｃ造の既存建物の耐震補強に関するものである。TECHNICAL FIELD The present invention relates to an RC or SR
This is related to the seismic retrofit of an existing C building.
【０００２】[0002]
【従来の技術】 図１１に示したように建物は地震を受
けると変形し、層間変形が生ずる。一般的に古い建物
（旧耐震基準に準拠して設計施工された建物）は、層間
変形各が約１／２００程度で柱がせん断破壊し、居住者
の命は非常に危険な状態となる。そのための既存の建物
の耐震補強が急務とされている。2. Description of the Related Art As shown in FIG. 11, a building is deformed when subjected to an earthquake, causing interlayer deformation. Generally, in an old building (a building designed and constructed in accordance with the old seismic standards), the columns are sheared and destroyed when the interlayer deformation is about 1/200, and the life of the resident is extremely dangerous. Therefore, it is urgently necessary to reinforce existing buildings.
【０００３】実開平５−１７０２４号公報に開示された
耐震補強方法では、一般の建築用鋼材よりなる柱と梁か
ら構成されるラーメン構造の鉄骨造建物において、図１
２に示したように上下の梁間に間柱や筋違い材等の耐震
補強部材を配設し、該耐震補強部材の中間部分に耐震補
強部材本体よりも耐力の低い小耐力部材を組み込んでい
る。この耐震構造では、柱と梁が弾性域であり、間柱や
筋違い材等の小耐力部材が塑性域であるような振動の地
震に対しては、地震による建物の振動エネルギーを、小
耐力部材が履歴エネルギーとして消費して、建物の振動
を早めに減衰させる。また、従来の構造物であれば間柱
等の耐震補強部材が著しく塑性変形するほどの大きな振
動の地震に対しては、先に小耐力部材が充分に塑性変形
して振動エネルギーを吸収して、耐震補強部材の塑性化
を防ぐと共に、仕上材の損傷を防止する。According to the seismic retrofitting method disclosed in Japanese Utility Model Laid-Open No. 5-17024, a steel frame building having a ramen structure composed of columns and beams made of general steel for construction is used as shown in FIG.
As shown in FIG. 2, a seismic strengthening member such as a stud or a bracing member is disposed between the upper and lower beams, and a small strength member having a lower strength than the seismic strengthening member main body is incorporated in an intermediate portion of the seismic strengthening member. In this earthquake-resistant structure, the vibration energy of the building due to the earthquake and the small-capacity members are used for an earthquake in which the columns and beams are in the elastic region and the small-capacity members such as studs and bracing are in the plastic region. Consumed as historical energy to attenuate building vibrations early. Also, in the case of a conventional structure, for earthquakes with large vibrations such that seismic strengthening members such as studs are significantly plastically deformed, small bearing members are sufficiently plastically deformed first and absorb vibration energy, Prevents plasticization of seismic retrofitting members and prevents damage to finishing materials.
【０００４】しかしながら、柱や梁よりも剛性・耐力が
低い小耐力部材を耐震補強部材として組み込む耐震補強
方法は、鉄骨造の建物には適しているが、ＲＣ造やＳＲ
Ｃ造の建物では、上下の梁の途中に耐震補強部材を接合
することによって、梁のせん断スパン比が小さくなり、
梁にせん断破壊が生じやすくなるので、構造力学的には
望ましくない。[0004] However, the seismic retrofitting method in which a small strength member having lower rigidity and proof strength than columns and beams is incorporated as a seismic retrofitting member is suitable for a steel-framed building.
In a C-shaped building, the shear span ratio of the beam is reduced by joining the seismic strengthening members in the middle of the upper and lower beams,
This is not desirable in structural mechanics because shear failure is likely to occur in the beam.
【０００５】また、柱と梁で囲まれた空間の内側には通
常、窓やサッシ等が設けられているから、既存の建物に
対してこの耐震補強方法を適用するには、これらを取り
除く必要があり、取り除きの手間と費用がかさむ。さら
に、柱・梁と耐震補強部材とを一体化させるためには、
柱・梁に後施工アンカーというスタッドを打ち込む必要
があり、その打ち込み手間と費用がかさむとともに躯体
の損傷問題があり、また、工事に伴う居住者や周辺住民
に対する騒音・振動問題も長期にわたる。また、窓等の
開口部の途中に耐震補強部材が現れることによって、採
光や通風が妨げられ、開放感も低下するため、居住性が
悪化するという問題もある。[0005] Further, since windows and sashes are usually provided inside the space surrounded by columns and beams, it is necessary to remove them in order to apply this seismic retrofitting method to existing buildings. There is a lot of trouble and cost of removal. Furthermore, in order to integrate the columns / beams with the seismic reinforcement members,
It is necessary to drive studs called post-installed anchors to columns and beams, which increases the labor and cost of driving the studs, causes damage to the frame, and causes long-term noise and vibration problems for residents and nearby residents involved in the construction. In addition, the appearance of the seismic retrofitting member in the middle of an opening such as a window hinders lighting and ventilation, and reduces the sense of openness.
【０００６】[0006]
【発明が解決しようとする課題】 したがって本発明の
目的は、構造力学的に無理なくＲＣ造やＳＲＣ造の既存
建物にも適用することができ、手間と費用を節減して補
強工事を実施でき、居住者や周辺住民への騒音・振動問
題が大幅に軽減され、採光や通風を阻害することなく、
従来の居住性を維持できるが既存建物の耐震補強構造を
提供することである。Therefore, the object of the present invention can be applied to existing RC and SRC buildings without difficulty in terms of structural mechanics, and it is possible to carry out reinforcement work with reduced labor and cost. , Noise and vibration problems for residents and surrounding residents have been greatly reduced, without obstructing lighting and ventilation.
An object of the present invention is to provide a seismic reinforcement structure for an existing building that can maintain the conventional livability.
【０００７】[0007]
【課題を解決するための手段】 以下、添付図面中の参
照符号を用いて説明すると、本発明の既存建物の耐震補
強構造では、ＲＣ造またはＳＲＣ造の既存建物１におい
て、柱２と梁３で囲まれた空間４の外側であって窓等の
開口部を実質的に閉塞しない部位にて、耐震補強部材５
を上下階の床スラブ６，６間に接合する。Means for Solving the Problems Hereinafter, a description will be given using reference numerals in the accompanying drawings. In the seismic retrofitting structure of an existing building of the present invention, a column 2 and a beam 3 in an existing building 1 of RC or SRC structure. Outside the space 4 surrounded by the square and not substantially blocking the opening such as a window,
Between the floor slabs 6 and 6 on the upper and lower floors.
【０００８】この耐震補強部材５としては、極低降伏点
鋼材５ａの上下端部に普通鋼材５ｂ，５ｂを接合したサ
ンドイッチ構成のものが使用できる。また、普通鋼材５
ｂの端部を広げることによって、床スラブ６との接合部
の固定度を上げることが望ましい。As the earthquake-resistant reinforcing member 5, a sandwich structure in which ordinary steel materials 5b, 5b are joined to upper and lower ends of an extremely low yield point steel material 5a can be used. In addition, ordinary steel 5
It is desirable to increase the degree of fixation of the joint with the floor slab 6 by expanding the end of b.
【０００９】この耐震補強構造では、柱２と梁３で包囲
された空間４の外側、例えば柱２または袖壁７の正面側
に配設された耐震補強部材５は、柱２および梁３ととも
に地震の振動エネルギーを受ける。耐震補強部材５の剛
性・耐力の高い普通鋼材５ｂは、建物の層間変形による
せん断力を耐力の小さい極低降伏点鋼材５ａに集中さ
せ、地震エネルギーの吸収効率を高め、地震の揺れを低
減させる。降伏時の層間変形角は約１／１０００程度で
あり、柱２や梁３がせん断破壊するよりも前に地震エネ
ルギーを吸収する。端部が広げられた普通鋼材５ｂによ
れば、床スラブ６との接合部の固定度が上がるため、建
物の層間変形を極低降伏点鋼材５ａにより集中させ、地
震エネルギーの吸収効率を高めることができる。In this aseismic reinforcement structure, the aseismic reinforcement member 5 disposed outside the space 4 surrounded by the columns 2 and the beams 3, for example, on the front side of the columns 2 or the sleeve walls 7, together with the columns 2 and the beams 3. Receives vibration energy from earthquakes. The ordinary steel material 5b having high rigidity and proof strength of the seismic strengthening member 5 concentrates the shear force due to the interlayer deformation of the building to the extremely low yield point steel material 5a having a small proof strength, increases the absorption efficiency of seismic energy, and reduces the shaking of the earthquake. . The interlayer deformation angle at the time of yielding is about 1/1000, and absorbs seismic energy before the columns 2 and the beams 3 are subjected to shear failure. According to the ordinary steel material 5b having an expanded end, the degree of fixation of the joint with the floor slab 6 is increased, so that the interlayer deformation of the building is concentrated by the extremely low yield point steel material 5a, and the efficiency of seismic energy absorption is increased. Can be.
【００１０】[0010]
【発明の実施の形態】 図１と図２に示した第１実施例
では、耐震補強部材５はＨ形鋼よりなる上下の普通鋼材
５ｂ，５ｂの端部間に、Ｈ型鋼よりなる極低降伏点鋼材
５ａ（降伏点８．０Kg/mm2〜２４Kg/mm2程度の鋼材）を
挿入し、両者の一対のフランジおよびウェブに添接した
連結プレート８とボルト・ナット９により連結したもの
である。普通鋼材５ｂの他方の端部に溶接されたベース
プレート１０の左右端部は普通鋼材５ｂの左右両側面か
ら張り出し、普通鋼材５ｂと該張り出し端部間にはリブ
プレート１１が溶接されている。これによって普通鋼材
５ｂの床スラブ６との接合側の端部が広げられている。
ベースプレート１０と床スラブ６の間には、ベースプレ
ート１０と床スラブ６の隙間を埋めるためのグラウト材
（エポキシ系など）２２を使用し、ベースプレート１０
と床スラブ６の一体化を図る。DESCRIPTION OF THE PREFERRED EMBODIMENTS In the first embodiment shown in FIGS. 1 and 2, an earthquake-resistant reinforcing member 5 is provided between an end of upper and lower ordinary steel members 5b, 5b made of an H-shaped steel. Yield point steel material 5a (steel material having a yield point of about 8.0 kg / mm 2 to 24 kg / mm 2 ) is inserted and connected by a bolt and nut 9 to a connection plate 8 attached to a pair of flanges and a web of the two. is there. The left and right ends of the base plate 10 welded to the other end of the ordinary steel 5b project from the left and right sides of the ordinary steel 5b, and a rib plate 11 is welded between the ordinary steel 5b and the overhanging end. Thereby, the end of the joint side of the ordinary steel material 5b with the floor slab 6 is widened.
Between the base plate 10 and the floor slab 6, a grout material (epoxy type or the like) 22 for filling a gap between the base plate 10 and the floor slab 6 is used.
And the floor slab 6 are integrated.
【００１１】本実施例では、図１０に示したように上下
各階の耐震補強部材５，５の設置位置は縦方向に連続し
ており、上階側の耐震補強部材５のベースプレート１０
と下階側の耐震補強部材５のベースプレート１０は、高
力ボルト・ナット１２によって床スラブ６，６に接合さ
れる。この高力ボルト１２は鉄筋コンクリートの床スラ
ブ６にアンカーボルトとして植設されている。耐震補強
部材５の設置箇所は建物１の共用廊下部分の床スラブ６
であり、耐震補強部材５は通行の障害とならないように
柱２の真正面に柱２に近接させて配置されている。その
ため、柱２，２間に設けられる窓等の開口部の途中に耐
震補強部材５が現れることがなく、採光や通風を阻害す
ることがない。In this embodiment, as shown in FIG. 10, the installation positions of the seismic reinforcement members 5 and 5 on the upper and lower floors are continuous in the vertical direction, and the base plate 10 of the seismic reinforcement members 5 on the upper floor side.
And the base plate 10 of the seismic retrofitting member 5 on the lower floor side are joined to the floor slabs 6 and 6 by high strength bolts and nuts 12. The high-strength bolts 12 are installed as anchor bolts on the reinforced concrete floor slab 6. The place where the seismic reinforcement member 5 is installed is the floor slab 6 in the common corridor of the building 1.
The seismic reinforcement member 5 is arranged in front of the column 2 and close to the column 2 so as not to obstruct the passage. Therefore, the earthquake-resistant reinforcing member 5 does not appear in the middle of an opening such as a window provided between the columns 2 and 2, and does not hinder lighting or ventilation.
【００１２】図３と図４に示した第２実施例では、図９
に示したように上下各階の耐震補強部材５，５の設置位
置は縦方向に連続しておらず、１階毎に食い違ってい
る。当該階の床スラブ６の下面と上階側の床スラブ６の
上面には接合プレート１３が添接され、該接合プレート
１３と耐震補強部材５のベースプレート１０が高力ボル
ト・ナット１２によって床スラブ６，６に接合される。
この耐震補強部材５の設置箇所は建物１の通路部分の床
スラブ６であり、建物１には袖壁７が設けられているの
で、耐震補強部材５は柱２から遠い方の袖壁７の端部正
面に近接配置されている。これによって通路部分への耐
震補強部材５のはみ出し量を抑制している。ベースプレ
ート１０と床スラブ６の間には、ベースプレート１０と
床スラブ６の隙間を埋めるためのグラウト材（エポキシ
系など）２２を使用し、ベースプレート１０と床スラブ
６の一体化を図る。また、接合プレート１３と床スラブ
６の間にも、接合プレート１３と床スラブ６の隙間を埋
めるためのグラウト材（エポキシ系など）２２を使用
し、接合プレート１０と床スラブ６の一体化を図る。そ
の他の構成は第１実施例と共通しているので説明を省略
する。In the second embodiment shown in FIGS. 3 and 4, FIG.
As shown in the figure, the installation positions of the seismic retrofitting members 5 and 5 on the upper and lower floors are not continuous in the vertical direction and are different for each floor. A joint plate 13 is attached to the lower surface of the floor slab 6 on the floor and the upper surface of the floor slab 6 on the upper floor, and the joint plate 13 and the base plate 10 of the earthquake-resistant reinforcing member 5 are fixed to each other by the high-strength bolts and nuts 12. 6 and 6.
The place where the seismic retrofitting member 5 is installed is the floor slab 6 in the passage section of the building 1, and the building 1 is provided with the sleeve wall 7. It is located close to the front of the end. As a result, the amount of protrusion of the earthquake-resistant reinforcing member 5 into the passage portion is suppressed. Between the base plate 10 and the floor slab 6, a grout material (epoxy or the like) 22 for filling the gap between the base plate 10 and the floor slab 6 is used to integrate the base plate 10 and the floor slab 6. Also, a grout material (epoxy or the like) 22 for filling the gap between the joining plate 13 and the floor slab 6 is used between the joining plate 13 and the floor slab 6 to integrate the joining plate 10 and the floor slab 6. Aim. The other configuration is common to that of the first embodiment, and thus the description is omitted.
【００１３】図５と図６に示した第３実施例では、耐震
補強部材５の設置箇所は建物１の通路部分の床スラブ６
であり、耐震補強部材５は柱２の正面位置から横にずら
して配置されている。普通鋼材５ｂの床スラブ６側の端
部には前記ベースプレート１０に加えて、溝型鋼よりな
る接合金物１５がボルト・ナット１７によって連結され
ており、接合金物１５を高力ボルト・ナット１６によっ
て梁３に固着することによって、耐震補強部材５は梁３
にも補助的に接合されている。接合金物１５と梁３の間
には、接合金物１５と梁３の隙間を埋めるためのグラウ
ト材（エポキシ系など）２２を使用し、接合金物１５と
梁３の一体化を図る。接合金物１５の空所にはコンクリ
ート充填２３が行われる。その他の構成は第１実施例と
共通しているので説明を省略する。In the third embodiment shown in FIGS. 5 and 6, the place where the seismic retrofitting member 5 is installed is the floor slab 6 in the passage of the building 1.
The seismic reinforcement member 5 is arranged to be shifted laterally from the front position of the column 2. At the end of the ordinary steel material 5b on the floor slab 6 side, in addition to the base plate 10, a metal joint 15 made of channel steel is connected by bolts and nuts 17, and the metal joint 15 is beamed by high strength bolts and nuts 16. 3, the seismic strengthening member 5 is connected to the beam 3.
It is also auxiliaryly joined. A grout material (epoxy or the like) 22 for filling the gap between the joint hardware 15 and the beam 3 is used between the joint hardware 15 and the beam 3 to integrate the joint hardware 15 and the beam 3. Concrete filling 23 is performed in the voids of the joining hardware 15. The other configuration is common to that of the first embodiment, and thus the description is omitted.
【００１４】図７と図８に示した第４実施例では、耐震
補強部材５の設置箇所は建物１の通路部分の床スラブ６
であり、耐震補強部材５は柱２の真正面位置に配置され
ている。図９に示したように上下各階の耐震補強部材
５，５の設置位置は縦方向に連続しておらず、１階毎に
食い違っている。普通鋼材５ｂと極低降伏点鋼材５ａの
各ウェブの中央部分には縦リブプレート１８が溶接され
ている。極低降伏点鋼材５ａの各端部には連結プレート
１９が溶接され、普通鋼材５ｂの端部には連結プレート
２０が溶接され、連結プレート１９，２０はボルト・ナ
ット２１によって接合されている。その他の構成は前記
実施例と共通しているので説明を省略する。In the fourth embodiment shown in FIGS. 7 and 8, the place where the seismic retrofitting member 5 is installed is the floor slab 6 in the passage of the building 1.
The seismic strengthening member 5 is disposed at a position directly in front of the column 2. As shown in FIG. 9, the installation positions of the seismic strengthening members 5 and 5 on the upper and lower floors are not continuous in the vertical direction, and are different for each floor. A longitudinal rib plate 18 is welded to the central portion of each web of the ordinary steel 5b and the extremely low yield point steel 5a. A connection plate 19 is welded to each end of the extremely low yield point steel material 5a, a connection plate 20 is welded to an end of the ordinary steel material 5b, and the connection plates 19, 20 are joined by bolts and nuts 21. Other configurations are the same as those of the above-described embodiment, and the description is omitted.
【００１５】いずれの実施例においても必要に応じて、
耐震補強部材５と柱２の間または耐震補強部材５と梁３
の間に別途補強を行うことによって床スラブ６の破壊を
防止することができる。各実施例においてベースプレー
ト１０、接合プレート１３、高力ボルト・ナット１２，
１４は建物の床スラブからのせん断力を摩擦力によって
耐震補強部材５の普通鋼材５ｂに伝達する。In each embodiment, if necessary,
Between the seismic reinforcement member 5 and the column 2 or between the seismic reinforcement member 5 and the beam 3
The reinforcement of the floor slab 6 can be prevented by separately reinforcing the space between them. In each embodiment, the base plate 10, the joining plate 13, the high-strength bolts / nuts 12,
Numeral 14 transmits the shearing force from the floor slab of the building to the ordinary steel member 5b of the earthquake-resistant reinforcing member 5 by frictional force.
【００１６】[0016]
【発明の効果】 以上のように請求項１の発明の耐震補
強構造では、柱２と梁３で囲まれた空間４の外側であっ
て窓等の開口部を閉塞しない部位にて耐震補強部材５を
上下階の床スラブ６，６に接合するため、構造力学的に
無理を生ずることなく、ＲＣ造またはＳＲＣ造の既存建
物にも適用することができる。また、柱２と梁３に囲ま
れた壁部分を取り壊して耐震補強部材を埋め込むもので
はなく、高力ボルト等でコンクリートの床スラブに耐震
補強部材５を接合するだけでよいから、躯体の損傷は必
要最小限に抑制され、手間と費用を削減して補強工事を
能率よく進めることができる。そのため、工事に伴う居
住者や周辺住民への騒音・振動問題が大幅に軽減され
る。居住者は住んだまま工事ができる。As described above, in the seismic retrofit structure according to the first aspect of the present invention, the seismic retrofit member is provided outside the space 4 surrounded by the columns 2 and the beams 3 and does not block the opening such as the window. Since 5 is joined to floor slabs 6 and 6 on the upper and lower floors, the present invention can be applied to an existing RC or SRC building without causing any structural mechanics. In addition, since the wall part surrounded by the pillar 2 and the beam 3 is not demolished and the seismic reinforcement member is embedded, it is only necessary to join the seismic reinforcement member 5 to the concrete floor slab with high-strength bolts or the like. Can be reduced to the minimum necessary, and labor and cost can be reduced and reinforcement work can be performed efficiently. For this reason, noise and vibration problems for residents and nearby residents due to the construction are greatly reduced. Residents can work while living.
【００１７】耐震補強部材５は窓等の開口部の途中に現
れることがないので、採光や通風を阻害することなく、
従来の居住性を維持することができる。請求項２の発明
の耐震補強構造では、耐震補強部材５を剛性・耐力の高
い上下の普通鋼材５ｂ，５ｂの間に耐力の低い極低降伏
点鋼材５ａを挿入したサンドイッチ構成としたので、一
定レベル以上の地震時には極低降伏点鋼材５ａのみがせ
ん断変形を生じることになり、柱２や梁３がせん断破壊
するよりも前に地震エネルギーを的確に吸収し、地震の
揺れを確実に抑えることができる。Since the earthquake-resistant reinforcing member 5 does not appear in the middle of an opening such as a window, it does not obstruct lighting and ventilation.
The conventional livability can be maintained. In the seismic retrofit structure of the second aspect of the present invention, the seismic retrofit member 5 has a sandwich structure in which a very low yield strength steel material 5a having a low strength is inserted between upper and lower ordinary steel materials 5b, 5b having high rigidity and strength. In the event of an earthquake above the level, only the extremely low yield point steel material 5a will cause shear deformation, and the seismic energy will be properly absorbed before the columns 2 and beams 3 are subjected to shear failure, and the shaking of the earthquake will be reliably suppressed. Can be.
【００１８】請求項３の発明では、上下の普通鋼材５
ｂ，５ｂの端部を広げて床スラブ６との接合部の固定度
を上げたので、建物の層間変形を極低降伏点鋼材５ａを
一層集中させることができ、地震エネルギーの吸収効率
を向上させることができる。In the invention of claim 3, the upper and lower ordinary steel materials 5
Since the degree of fixation of the joint with the floor slab 6 is increased by widening the ends of the b and 5b, the ultra-low yield point steel material 5a can be further concentrated on the interlayer deformation of the building, and the seismic energy absorption efficiency is improved. Can be done.
【００１９】図１３は耐震補強部材５の極低降伏点鋼材
５ａ部分を取り出した形での曲げせん断実験の例を示し
たものであるが、同図右側のグラフが示すように、せん
断ひずみ５％に対しても非常に安定した復元力特性を示
す。このグラフの囲む面積はエネルギー吸収量を表わす
ものであるが、本発明によればエネルギー吸収量がきわ
めて大きい。FIG. 13 shows an example of a bending-shear test in which the extremely low yield point steel material 5a of the seismic strengthening member 5 is taken out. As shown in the graph on the right side of FIG. % Shows very stable restoring force characteristics. The area surrounded by this graph represents the amount of energy absorption. According to the present invention, the amount of energy absorption is extremely large.
【００２０】図１４において曲線０→１→２→３は、耐
震補強前の地震応答特性を示したものである。地震時に
１で建物にひび割れが生じ、２で柱、梁、壁などにせん
断破壊が生じ、せん断耐力を急激に失い、３に至る。こ
れに対して耐震補強後の建物の地震応答特性は曲線０→
４→５に示されている。４で建物にひび割れが生じるあ
たりで、耐震補強部材の極低降伏点鋼材が降伏し、地震
エネルギーを吸収する。この耐震補強部材の効果によ
り、せん断破壊までの変形に至らず、５までの変形にと
どめることができるため、建物の被害を最少限にとどめ
ることが可能となる。予期せぬような巨大地震動を受け
た場合においては、耐震補強後の建物でも、２と同じ変
位に達した場合、６で柱、梁、壁などがせん断破壊す
る。しかしながら、耐震補強部材が柱の代わりにある程
度建物重量を支える働きを持つため、万が一の場合に対
しても建物の倒壊を避けることができる。In FIG. 14, curves 0 → 1 → 2 → 3 show seismic response characteristics before seismic reinforcement. At the time of the earthquake, 1 causes cracks in the building, 2 causes shear failure in columns, beams, walls, etc., rapidly losing shear strength, and reaches 3. On the other hand, the seismic response characteristic of the building after the seismic reinforcement is curve 0 →
4 → 5. When the building is cracked in 4, the extremely low yield point steel material of the seismic strengthening member yields and absorbs seismic energy. Due to the effect of the seismic reinforcement member, deformation up to 5 can be achieved without causing deformation until shear failure, so that damage to the building can be minimized. In the case of an unexpected huge earthquake motion, even in the building after the seismic reinforcement, if the same displacement as 2 is reached, the columns, beams, walls, etc. are sheared and damaged in 6. However, since the seismic retrofitting member has a function of supporting the building weight to some extent instead of the pillar, the collapse of the building can be avoided even in case of emergency.
【図１】 本発明の第１実施例の耐震補強構造の平面図
である。FIG. 1 is a plan view of an earthquake-resistant reinforcement structure according to a first embodiment of the present invention.
【図２】 図１の耐震補強構造の正面図である。FIG. 2 is a front view of the seismic retrofit structure of FIG.
【図３】 本発明の第２実施例の耐震補強構造の平面図
である。FIG. 3 is a plan view of an earthquake-resistant reinforcement structure according to a second embodiment of the present invention.
【図４】 図３の耐震補強構造の正面図である。FIG. 4 is a front view of the earthquake-resistant reinforcement structure of FIG.
【図５】 本発明の第３実施例の耐震補強構造の平面図
である。FIG. 5 is a plan view of a seismic retrofit structure according to a third embodiment of the present invention.
【図６】 図５の耐震補強構造の正面図である。FIG. 6 is a front view of the seismic retrofit structure of FIG.
【図７】 本発明の第４実施例の耐震補強構造の平面図
である。FIG. 7 is a plan view of a seismic retrofit structure according to a fourth embodiment of the present invention.
【図８】 図５の耐震補強構造の正面図である。FIG. 8 is a front view of the seismic retrofit structure of FIG.
【図９】 本発明の耐震補強構造を適用した建物の一例
の模式的な正面図である。FIG. 9 is a schematic front view of an example of a building to which the seismic retrofit structure of the present invention is applied.
【図１０】 本発明の耐震補強構造を適用した建物の別
例の模式的な正面図である。FIG. 10 is a schematic front view of another example of a building to which the earthquake-resistant reinforcement structure of the present invention is applied.
【図１１】 地震による建物の層間変形を示す模式的な
正面図である。FIG. 11 is a schematic front view showing interlayer deformation of a building due to an earthquake.
【図１２】 耐震補強部材のない場合のモーメント分布
と上下梁の中間部分に耐震補強部材を設置した場合のモ
ーメント分布を示す概念図である。FIG. 12 is a conceptual diagram showing a moment distribution in the case where no seismic reinforcement member is provided and a moment distribution in a case where the seismic reinforcement member is installed at an intermediate portion between the upper and lower beams.
【図１３】 耐震補強部材の極低降伏点鋼材部分の曲げ
せん断実験例に用いた試験体形状と水平荷重・水平変位
関係を示す図である。FIG. 13 is a diagram showing the relationship between the shape of a test piece and a horizontal load / horizontal displacement used in a bending-shear test example of an extremely low yield point steel part of an earthquake-resistant reinforcing member.
【図１４】 耐震性能のない建物の耐震補強前と後の地
震応答特性を示すグラフである。FIG. 14 is a graph showing seismic response characteristics of a building without seismic performance before and after seismic reinforcement.
１ 建物 ２ 柱 ３ 梁 ４ 柱と梁に囲まれた空間 ５ 耐震補強部材 ５ａ 耐震補強部材の極低降伏点鋼材 ５ｂ 耐震補強部材の普通鋼材 ６ 床スラブ ７ 袖壁 ８ 連結プレート ９ ボルト・ナット １０ ベースプレート １１ リブプレート １２ 高力ボルト・ナット １３ 接合プレート １４ 高力ボルト・ナット １５ 接合金物 １６ 高力ボルト・ナット １７ ボルト・ナット １８ 縦リブプレート １９ 連結プレート ２０ 連結プレート ２１ ボルト・ナット ２２ グラウト材 ２３ コンクリート充填 DESCRIPTION OF SYMBOLS 1 Building 2 Column 3 Beam 4 Space surrounded by column and beam 5 Seismic reinforcement member 5a Extremely low yield point steel material of seismic reinforcement member 5b Ordinary steel material of seismic reinforcement member 6 Floor slab 7 Sleeve wall 8 Connecting plate 9 Bolt / nut 10 Base plate 11 Rib plate 12 High-strength bolt / nut 13 Joint plate 14 High-strength bolt / nut 15 Joint hardware 16 High-strength bolt / nut 17 Bolt / nut 18 Vertical rib plate 19 Connection plate 20 Connection plate 21 Bolt / nut 22 Grout material 23 Concrete filling
Claims (3)
等の開口部を閉塞しない部位にて耐震補強部材を上下階
の床スラブに接合することを特徴とする、ＲＣ造または
ＳＲＣ造の既存建物の耐震補強構造An RC building or an RC building characterized in that an earthquake-resistant reinforcing member is joined to floor slabs of upper and lower floors at a portion outside a space surrounded by columns and beams and which does not block openings such as windows. Seismic reinforcement structure of existing SRC building
部に普通鋼材を接合したサンドイッチ構成としたことを
特徴とする請求項１に記載の耐震補強構造2. The seismic strengthening structure according to claim 1, wherein the seismic strengthening member has a sandwich structure in which ordinary steel is joined to upper and lower ends of an extremely low yield point steel.
合部の固定度を上げたことを特徴とする請求項２に記載
の耐震補強構造3. The seismic reinforcement structure according to claim 2, wherein the end of the ordinary steel material is widened to increase the degree of fixation of the joint with the floor slab.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31000297A JPH11131693A (en) | 1997-10-24 | 1997-10-24 | Earthquake resistant reinforcing structure for existing building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31000297A JPH11131693A (en) | 1997-10-24 | 1997-10-24 | Earthquake resistant reinforcing structure for existing building |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH11131693A true JPH11131693A (en) | 1999-05-18 |
Family
ID=17999972
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP31000297A Pending JPH11131693A (en) | 1997-10-24 | 1997-10-24 | Earthquake resistant reinforcing structure for existing building |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH11131693A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005344387A (en) * | 2004-06-03 | 2005-12-15 | Shimizu Corp | Stud and composite wall using the same |
| KR100739449B1 (en) * | 2006-06-12 | 2007-07-16 | 쌍용건설 주식회사 | Method for installation of new column in remodeling apartment house |
-
1997
- 1997-10-24 JP JP31000297A patent/JPH11131693A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005344387A (en) * | 2004-06-03 | 2005-12-15 | Shimizu Corp | Stud and composite wall using the same |
| JP4552114B2 (en) * | 2004-06-03 | 2010-09-29 | 清水建設株式会社 | Synthetic wall |
| KR100739449B1 (en) * | 2006-06-12 | 2007-07-16 | 쌍용건설 주식회사 | Method for installation of new column in remodeling apartment house |
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