JP2008175004A - Seismic response control member and seismic response control building used for boundary beam - Google Patents

Seismic response control member and seismic response control building used for boundary beam Download PDF

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JP2008175004A
JP2008175004A JP2007010747A JP2007010747A JP2008175004A JP 2008175004 A JP2008175004 A JP 2008175004A JP 2007010747 A JP2007010747 A JP 2007010747A JP 2007010747 A JP2007010747 A JP 2007010747A JP 2008175004 A JP2008175004 A JP 2008175004A
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steel
reinforced concrete
boundary beam
seismic
response control
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JP5124146B2 (en
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Naoki Aso
直木 麻生
Hiroshi Kawai
拓 川合
Hiroaki Ota
博章 太田
Masanori Sakata
真規 阪田
Yoshihiro Ota
義弘 太田
Hideki Kimura
秀樹 木村
Hirofumi Kaneko
洋文 金子
Takahiro Kei
崇博 毛井
Masayuki Yamamoto
正幸 山本
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Takenaka Komuten Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a seismic response control member constituted to be capable of freely adjusting a historical characteristic in response to horizontal force acting on a building and deformation of a frame in an earthquake; and a seismic response control building for securing and improving seismic response control performance by arranging the seismic response control member in an intermediate part of a reinforced concrete or steel frame reinforced concrete boundary beam for joining a column and a column or an earthquake resistant wall and an earthquake resistant element such as the column. <P>SOLUTION: Upper-lower steel flanges 3b and 3b and a plurality of steel webs 3c. etc. vertically arranged at an interval between the upper-lower steel flanges 3b and 3b, are incorporated between a pair of steel end plates 3a and 3a. The seismic response control member 3 formed by integrally joining a steel end plate 3a, the steel flange 3b and the steel web 3c, is arranged in the intermediate part 2a of the reinforced concrete or steel frame reinforced concrete boundary beam 2 for joining the column 1 and the column 1 or the earthquake resistant wall 8 and the earthquake resistant element such as the column 1. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

この発明は、地震時に建物に作用する水平力や架構の変形に合わせて履歴特性を自在に調整可能に構成した制震部材、および該制震部材を、柱と柱又は耐震壁と柱等の耐震要素を結合する鉄筋コンクリート造（以下、ＲＣ造という場合がある。）もしくは鉄骨鉄筋コンクリート造（以下、ＳＲＣ造という場合がある。）の境界梁の中間部に設置して制震性能を確保・向上させた制震建物の技術分野に属する。   The present invention provides a seismic damping member configured such that the hysteresis characteristics can be freely adjusted in accordance with the horizontal force acting on the building or the deformation of the frame during an earthquake, and the seismic damping member such as a column and a column or a seismic wall and a column. Secure and improve seismic performance by installing it in the middle part of the boundary beam of reinforced concrete structure (hereinafter referred to as RC structure) or steel reinforced concrete structure (hereinafter also referred to as SRC structure) to which seismic elements are combined. Belongs to the technical field of controlled building.

従来、集合住宅を中心としたＲＣ造、又はＳＲＣ造建物において、住宅部分の大スパン化に伴い、共有コア部分を短スパン化し、柱と柱、又は耐震壁と柱等の耐震要素を境界梁で繋いで制震性能を確保・向上させた制震建物が知られている。
例えば、図６に示す制震における境界梁として、Ｘ型配筋ｂによるＲＣ梁ａを設置した構成があるが、この境界梁はＲＣ梁ａによるＸ型配筋ｂの効果で、高い耐震性能を発揮できることを特徴としている。しかし、前記ＲＣ梁ａは、剛性や耐力が非常に大きく、地震時に建物に水平力が作用すると、ＲＣ梁ａへ応力が集中してしまう。応力が集中したＲＣ梁ａは、早期に塑性化し、塑性率が大きくなるので、早期に崩壊し、耐力を失うことになる。ＲＣ梁ａへの応力集中を避けるための手段として、断面を小型化して部材剛性を小さくし、早期に塑性化することを回避させて、架構全体の安定した性能を確保する方法もある。しかし、この場合は他の梁へ応力が集中してしまうので、同他の梁の剛性（部材断面）を大きくしなければならなず、空間が狭くなり建築計画に問題が生じる。
また、図７は、境界梁としてＨ形鋼ｄを使用した構成を示している。この境界梁は、鉄筋コンクリートと同等の剛性を確保するために、Ｈ形鋼ｄの部材断面を大きくする必要があり、柱又は耐震壁ｃとの取合いが難しくなり接合が困難となる。 Conventionally, in RC buildings or SRC buildings centering on apartment buildings, with the increase in the span of the housing part, the common core part is shortened and the seismic elements such as columns and columns or seismic walls and columns are boundary beams. Seismic control buildings that are connected and secured to improve seismic performance are known.
For example, as a boundary beam in the seismic control shown in FIG. 6, there is a configuration in which an RC beam a with an X-type reinforcement b is installed. This boundary beam has a high seismic performance due to the effect of the X-type reinforcement b with the RC beam a. It is characterized by being able to demonstrate. However, the RC beam a has very large rigidity and proof stress, and stress is concentrated on the RC beam a when a horizontal force acts on the building during an earthquake. The RC beam a in which the stress is concentrated is plasticized at an early stage and the plasticity ratio is increased, so that it collapses at an early stage and loses its proof strength. As a means for avoiding stress concentration on the RC beam a, there is a method of ensuring stable performance of the entire frame by reducing the size of the cross section to reduce the member rigidity and avoiding early plasticization. However, in this case, stress concentrates on the other beams, so the rigidity (member cross section) of the other beams must be increased, and the space becomes narrow, causing a problem in the architectural plan.
FIG. 7 shows a configuration using H-section steel d as the boundary beam. In order to ensure the same rigidity as that of reinforced concrete, this boundary beam needs to have a large member cross section of the H-shaped steel d, and it becomes difficult to join with the column or the earthquake-resistant wall c, so that the joining becomes difficult.

なお、特許文献１に開示された制震建物は、側面視が断面矩形をなす鋼製筒体状の枠体の内側へほぼ垂直に配置された鋼板が、前記枠体を塞ぐ膜のように周囲を溶接接合して構成された制震部材を、同制震部材の枠体の側面に設けた舌片で、耐震壁から突設された片持ち梁と溶接接合又はボルト接合した境界梁を備えた構成である（特許文献１の図３及び図４を参照）。他の異なる実施例として、略水平方向に平行状態で離間させた複数の鋼板の両端を側面鋼板で一体的に溶接接合して構成された制震部材を、同側面鋼板の外面に設けられた舌片で、耐震壁から突設された片持ち梁と溶接接合又はボルト接合した境界梁を備えた構成の耐震建物も開示されている（特許文献１の図５及び図６を参照）。   In addition, in the vibration control building disclosed in Patent Document 1, a steel plate arranged substantially perpendicularly to the inside of a steel cylindrical frame whose side view has a rectangular cross section is like a film that closes the frame. A boundary beam that is formed by welding or bolting a seismic damping member constructed by welding the surroundings to a cantilever projecting from the seismic wall with a tongue provided on the side of the frame of the seismic damping member. (See FIGS. 3 and 4 of Patent Document 1). As another different embodiment, a damping member constituted by integrally welding both ends of a plurality of steel plates separated in parallel in a substantially horizontal direction with side steel plates is provided on the outer surface of the side steel plates. An earthquake-resistant building having a tongue piece and a cantilever beam protruding from the earthquake-resistant wall and a boundary beam welded or bolted is also disclosed (see FIGS. 5 and 6 of Patent Document 1).

特開平１０−３２５２６４号公報Japanese Patent Laid-Open No. 10-325264

上記特許文献１の図３及び図４に開示された制震建物は、同制震建物に地震等の水平力が作用すると、枠体の内側に設置された鋼板がせん断変形し、一方の対角線方向に引張力を受けて伸び、他方の対角線方向に圧縮力を受けて縮むことによりダンパーとしての役割を果たすので、建物に作用する水平力や架構の変形を低減できる。また、特許文献１の図５及び図６に開示された制震建物は、同制震建物に地震等の水平力が作用すると、各水平鋼板が、一様に変形して両側の側面鋼板を相対的に変位させる、いわゆる鋼材ダンパーの役割を果たすので、建物に作用する水平力や架構の変形を低減できることは認められる。
しかし、制震部材の枠体（図３及び図４を参照）、或いは側面鋼板（図５及び図６を参照）に設けられた舌片と、耐震壁から突設された片持ち梁とを溶接接合又はボルト接合した構成では、同接合部分の耐力を十分な大きさに確保し難く、力の伝達が難しい。 3 and 4 of Patent Document 1 described above, when a horizontal force such as an earthquake acts on the vibration control building, the steel plate installed inside the frame undergoes shear deformation, and one diagonal line Since it acts as a damper by receiving a tensile force in the direction and contracting by receiving a compressive force in the other diagonal direction, the horizontal force acting on the building and the deformation of the frame can be reduced. 5 and 6 of Patent Document 1, when a horizontal force such as an earthquake acts on the damping building, each horizontal steel plate is deformed uniformly and the side steel plates on both sides are deformed. Since it acts as a so-called steel damper that is displaced relatively, it is recognized that horizontal force acting on the building and deformation of the frame can be reduced.
However, the tongue piece provided on the frame of the vibration control member (see FIGS. 3 and 4) or the side steel plate (see FIGS. 5 and 6) and the cantilever projecting from the earthquake-resistant wall In the structure that is welded or bolted, it is difficult to ensure a sufficient strength of the jointed portion and it is difficult to transmit the force.

本発明の目的は、地震時に建物に作用する水平力や変形に合わせて履歴特性を自在に調整することが可能で、建物の履歴特性、応答特性を自在に調整することができる制震部材を提供することである。   An object of the present invention is to provide a vibration control member that can freely adjust the hysteresis characteristics according to the horizontal force and deformation acting on the building during an earthquake, and can freely adjust the hysteresis characteristics and response characteristics of the building. Is to provide.

本発明の次の目的は、上記制震部材を柱と柱又は耐震壁と柱等の耐震要素を結合するＲＣ造もしくはＳＲＣ造の境界梁の中間部に設置して制震性能を確保・向上させた制震建物を提供することである。   The next object of the present invention is to secure and improve the vibration control performance by installing the vibration control members in the middle part of the RC or SRC boundary beams that connect the columns and columns or the earthquake resistant wall and columns. Is to provide a seismic control building.

上述した課題を解決するための手段として、請求項１に記載した発明に係る境界梁に用いる制震部材は、
一対の鋼製端板３ａ、３ａの間に、上下の鋼製フランジ３ｂ、３ｂと、該上下の鋼製フランジ３ｂ、３ｂの間に間隔をあけて垂直に配置された複数の鋼製ウェブ３ｃ…とが組み込まれ、前記鋼製端板３ａと鋼製フランジ３ｂ及び鋼製ウェブ３ｃが一体的に接合されて成り、
柱１と柱１又は耐震壁８と柱１等の耐震要素を結合する鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造境界梁２の中間部２ａに設置されることを特徴とする。 As means for solving the above-described problem, the vibration control member used for the boundary beam according to the invention described in claim 1 is:
Between a pair of steel end plates 3a and 3a, upper and lower steel flanges 3b and 3b, and a plurality of steel webs 3c arranged vertically with a gap between the upper and lower steel flanges 3b and 3b. And the steel end plate 3a, the steel flange 3b and the steel web 3c are integrally joined,
It is installed in the intermediate part 2a of the reinforced concrete structure or the steel-framed reinforced concrete structure boundary beam 2 which couple | bonds seismic elements, such as the pillar 1 and the pillar 1, or the earthquake-resistant wall 8 and the pillar 1.

請求項２に記載した発明は、請求項１に記載した境界梁に用いる制震部材において、
制震部材３を構成する鋼製ウェブ３ｃの強度、板厚若しくは枚数を変化させて、上下の鋼製フランジ３ｂ、３ｂの弾性域で、鋼製ウェブ３ｃが先行して降伏する構成としたことを特徴とする。 The invention described in claim 2 is the vibration control member used for the boundary beam according to claim 1,
By changing the strength, plate thickness or number of steel webs 3c constituting the damping member 3, the steel web 3c yields in the elastic region of the upper and lower steel flanges 3b, 3b. It is characterized by.

請求項３に記載した発明に係る制震建物は、
一対の鋼製端板３ａ、３ａの間に、上下の鋼製フランジ３ｂ、３ｂと、該上下の鋼製フランジ３ｂ、３ｂの間に間隔をあけて垂直に配置された複数の鋼製ウェブ３ｃ…とが組み込まれ、前記鋼製端板３ａと鋼製フランジ３ｂ及び鋼製ウェブ３ｃが一体的に接合されて成る制震部材３が、柱１と柱１又は耐震壁８と柱１等の耐震要素を結合する鉄筋コンクリートもしくは鉄骨鉄筋コンクリート造境界梁２の中間部２ａに設置されていることを特徴とする。 The vibration control building according to the invention described in claim 3 is:
Between a pair of steel end plates 3a and 3a, upper and lower steel flanges 3b and 3b, and a plurality of steel webs 3c arranged vertically with a gap between the upper and lower steel flanges 3b and 3b. Are incorporated, and the damping member 3 formed by integrally joining the steel end plate 3a, the steel flange 3b, and the steel web 3c is the column 1 and the column 1 or the earthquake-resistant wall 8 and the column 1 or the like. It is installed in the intermediate part 2a of the reinforced concrete or steel-framed reinforced concrete boundary beam 2 which connects an earthquake-resistant element.

請求項４に記載した発明は、請求項３に記載した制震建物において、
制震部材３の両側の鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造境界梁２は、現場打ちコンクリートで構成されていることを特徴とする。 The invention described in claim 4 is the vibration control building according to claim 3,
The reinforced concrete structure or the steel-framed reinforced concrete boundary beam 2 on both sides of the vibration control member 3 is made of in-situ concrete.

請求項５に記載した発明は、請求項３に記載した制震建物において、
制震部材３の両側の鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造境界梁２は、プレキャストコンクリートで構成されていることを特徴とする。 The invention described in claim 5 is the seismic control building described in claim 3,
The reinforced concrete structure or the steel reinforced concrete structure boundary beam 2 on both sides of the vibration control member 3 is made of precast concrete.

本発明の境界梁に用いる制震部材は、鋼製ウェブ３ｃの強度、板厚若しくは枚数を調整して、上下の鋼製フランジ３ｂの弾性域で、鋼製ウェブ３ｃが先行して降伏する構成にすることにより、地震時において建物に作用する水平力や架構の変形に合わせて履歴特性を自在に調整することができるので、建物の履歴特性、応答特性を自在に調整することができる。   The vibration control member used for the boundary beam of the present invention is configured such that the steel web 3c yields in advance in the elastic region of the upper and lower steel flanges 3b by adjusting the strength, plate thickness or number of the steel webs 3c. Thus, the history characteristics can be freely adjusted according to the horizontal force acting on the building and the deformation of the frame in the event of an earthquake, so that the history characteristics and response characteristics of the building can be adjusted freely.

つまり、上記制震部材３を、柱１と柱１又は耐震壁８と柱１等の耐震要素を結合する境界梁２の中間部２ａに設置した制震建物は、地震時の水平力による大変形に対し、前記制震部材３が先行して降伏し、鋼製ウェブ３ｃが座屈するので、境界梁２の耐力の上昇を抑制できる。また、制震部材３の履歴特性（剛性・耐力）を細かく調整（設計）して制震架構のエネルギーを大きく吸収することができるので、地震時の水平力により建物に作用する水平力や架構の変形を効果的に低減させることができ、もって建物の制震性能を確保・向上させることができる。
更に、境界梁２は両端部での曲げモーメントが大きく、中央のモーメントが小さくなるので、正面方向に見た鋼製ウェブ３ｃの形状を正方形に近い矩形とする条件で制震部材３のスパンを最短化した構成とし、前記制震部材３を境界梁２の中央に設置することにより、応力の小さいところで鉄骨とＲＣ部材を接合できる。 In other words, the seismic control building 3 in which the seismic control member 3 is installed in the middle part 2a of the boundary beam 2 connecting the seismic elements such as the pillar 1 and the pillar 1 or the seismic wall 8 and the pillar 1 is large due to the horizontal force at the time of the earthquake. With respect to the deformation, the damping member 3 yields in advance and the steel web 3c buckles, so that an increase in the yield strength of the boundary beam 2 can be suppressed. In addition, since the hysteresis characteristics (rigidity and proof stress) of the damping member 3 can be finely adjusted (designed) to greatly absorb the energy of the damping frame, the horizontal force and frame acting on the building by the horizontal force during the earthquake The deformation of the building can be effectively reduced, and the seismic performance of the building can be secured and improved.
Further, the boundary beam 2 has a large bending moment at both ends and a small central moment, so that the span of the damping member 3 is set under the condition that the shape of the steel web 3c viewed in the front direction is a rectangle close to a square. By adopting the shortest configuration and installing the damping member 3 in the center of the boundary beam 2, the steel frame and the RC member can be joined at a place where the stress is small.

本発明の境界梁に用いる制震部材は、一対の鋼製端板３ａ、３ａの間に、上下の鋼製フランジ３ｂ、３ｂと、該上下の鋼製フランジ３ｂ、３ｂの間に間隔をあけて垂直に配置された複数の鋼製ウェブ３ｃとが組み込まれ、前記鋼製端板３ａと鋼製フランジ３ｂ及び鋼製ウェブ３ｃが一体的に接合されて成り、柱１と柱１又は耐震壁８と柱１等の耐震要素を結合する鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造境界梁２の中間部２ａに設置される。   The damping member used for the boundary beam of the present invention has a gap between the upper and lower steel flanges 3b and 3b and the upper and lower steel flanges 3b and 3b between the pair of steel end plates 3a and 3a. The steel end plate 3a, the steel flange 3b, and the steel web 3c are integrally joined to each other, and the column 1 and the column 1 or the earthquake-resistant wall are assembled. It is installed in the intermediate part 2a of the reinforced concrete structure or the steel-framed reinforced concrete structure boundary beam 2 which joins 8 and seismic elements such as the pillar 1 or the like.

本発明の制震建物は、一対の鋼製端板３ａ、３ａの間に、上下の鋼製フランジ３ｂ、３ｂと、該上下の鋼製フランジ３ｂ、３ｂの間に間隔をあけて垂直に配置された複数の鋼製ウェブ３ｃ…とが組み込まれ、前記鋼製端板３ａと鋼製フランジ３ｂ及び鋼製ウェブ３ｃが一体的に接合されて成る制震部材３が、柱１と柱１又は耐震壁８と柱１等の耐震要素を結合する鉄筋コンクリートもしくは鉄骨鉄筋コンクリート造境界梁２の中間部２ａに設置されている。   The seismic control building of the present invention is vertically arranged between the pair of steel end plates 3a, 3a with a space between the upper and lower steel flanges 3b, 3b and the upper and lower steel flanges 3b, 3b. A plurality of steel webs 3c... Are incorporated, and the damping member 3 formed by integrally joining the steel end plate 3a, the steel flange 3b, and the steel web 3c is the column 1 and the column 1 or It is installed in the intermediate part 2a of the reinforced concrete or steel-framed reinforced concrete boundary beam 2 that connects the earthquake resistant wall 8 and the seismic elements such as the pillars 1 and the like.

以下に、本発明を図１〜５に示した実施例に基づいて説明する。
本実施例の制震建物は、図１及び図２に示すように、建物に作用する水平力や架構の変形に合わせて自在に履歴特性を調整可能に構成した制震部材３を、柱１と柱１（図１を参照）、又は耐震壁８と柱１等（図２を参照）の耐震要素を結合するＲＣ造もしくはＳＲＣ造境界梁２の中間部２ａに設置した構成である。なお、図２に示す耐震壁８は、鉄筋コンクリート造で、建物の下層部から最上階まで貫く建物中央部にあるコアウォールを表している。 Below, this invention is demonstrated based on the Example shown in FIGS.
As shown in FIG. 1 and FIG. 2, the seismic control building of the present embodiment includes a seismic control member 3 configured so that the hysteresis characteristics can be freely adjusted in accordance with the horizontal force acting on the building and the deformation of the frame. It is the structure installed in the intermediate part 2a of the RC structure or SRC structure boundary beam 2 which couple | bonds the seismic elements of the column 1 and the pillar 1 (refer FIG. 1) or the seismic wall 8 and the pillar 1 grade | etc., (Refer FIG. 2). The seismic wall 8 shown in FIG. 2 is a reinforced concrete structure and represents a core wall in the center of the building that penetrates from the lower layer to the top floor of the building.

上記制震部材３は、図３及び図４に具体的な構成を示すように、一対の鋼製端板３ａ、３ａの間に、上下の鋼製フランジ３ｂ、３ｂと、該上下の鋼製フランジ３ｂ、３ｂの間に一定の間隔をあけて垂直に配置された３枚の鋼製ウェブ３ｃ…とが組み込まれ、前記鋼製端板３ａと鋼製フランジ３ｂ及び鋼製ウェブ３ｃが溶接で一体的に接合して構成されている。但し、前記鋼製ウェブ３ｃの枚数は、図示した実施例に限定されない。建物に要求される性能に応じて適宜増減して実施する。なお、前記鋼製端板３ａの上下に横一列に設けられた複数の孔３ｄ…（図示例では５個）は、後述の境界梁２を構成する梁主筋６を通して接合するために用いる。   As shown in FIG. 3 and FIG. 4, the vibration damping member 3 includes upper and lower steel flanges 3b and 3b between a pair of steel end plates 3a and 3a, and the upper and lower steel members. Three steel webs 3c arranged vertically with a certain interval between the flanges 3b and 3b are incorporated, and the steel end plate 3a, the steel flange 3b and the steel web 3c are welded. They are integrally joined. However, the number of the steel webs 3c is not limited to the illustrated embodiment. Increase or decrease as appropriate according to the performance required of the building. A plurality of holes 3d (5 in the illustrated example) provided in a horizontal row above and below the steel end plate 3a are used for joining through beam main bars 6 constituting the boundary beam 2 described later.

本実施例の制震部材３は、鋼製ウェブ３ｃの強度、板厚若しくは枚数を調整することによって、上下の鋼製フランジ３ｂ、３ｂの弾性域で、鋼製ウェブ３ｃが先行して降伏する構成として、例えば図５（Ａ）〜（Ｃ）に示すように、制震部材３の履歴特性を自在に変化させ、建物の履歴特性、応答特性を自在に調整することができる。つまり、建物に作用する水平力や架構の変形を低減させるために必要な最適の境界梁２の性能選択が可能である。   In the damping member 3 of the present embodiment, the steel web 3c yields in advance in the elastic region of the upper and lower steel flanges 3b, 3b by adjusting the strength, plate thickness or number of the steel webs 3c. As a configuration, for example, as shown in FIGS. 5A to 5C, the hysteresis characteristics of the vibration control member 3 can be freely changed, and the hysteresis characteristics and response characteristics of the building can be freely adjusted. That is, it is possible to select the optimum performance of the boundary beam 2 necessary for reducing the horizontal force acting on the building and the deformation of the frame.

上記制震部材３の両側のＲＣ造もしくはＳＲＣ造境界梁２は、現場打ちコンクリート又はプレキャストコンクリートにより構築される。
制震部材３の両側のＲＣ造もしくはＳＲＣ造の境界梁２を現場打ちコンクリートにより構築する場合には、先ず、境界梁２の梁鉄筋５を現場で組み立て、又は現場で鉄骨と梁鉄筋５を組み立てる。次に、梁鉄筋５における梁主筋６を利用して境界梁２の中間部２ａに制震部材３を設置する。具体的には、前記制震部材３における鋼製端板３ａの孔３ｄ…へ前記梁主筋６を通し、該梁主筋６のねじ切りした先端へナット７を締め付けて、梁主筋６と鋼製端板３ａとを接合し、制震部材３を設置する。最後に、梁型枠を組み立て、コンクリートを打設する。梁主筋６を利用して接合し設置した制震部材３は、境界梁２へ必要十分に力を伝達することができる。また、境界梁２の中間部２ａに設置した制震部材３の分だけ鉄筋、又は鉄骨と鉄筋を省略できるので、経済性に優れている（請求項４記載の発明）。 The RC structure or SRC structure boundary beam 2 on both sides of the vibration control member 3 is constructed of cast-in-place concrete or precast concrete.
When the RC or SRC boundary beam 2 on both sides of the vibration control member 3 is constructed by on-site concrete, first, the beam rebar 5 of the boundary beam 2 is assembled on site, or the steel frame and beam rebar 5 are assembled on site. assemble. Next, the damping member 3 is installed in the intermediate portion 2 a of the boundary beam 2 using the beam main reinforcement 6 in the beam reinforcing bar 5. Specifically, the beam main reinforcement 6 is passed through the hole 3d of the steel end plate 3a in the vibration control member 3, and a nut 7 is tightened to the threaded end of the beam main reinforcement 6 so that the beam main reinforcement 6 and the steel end The plate 3a is joined and the vibration control member 3 is installed. Finally, the beam form is assembled and concrete is laid. The vibration control member 3 joined and installed using the beam main reinforcement 6 can transmit a necessary and sufficient force to the boundary beam 2. Further, since the reinforcing bars or the steel frame and the reinforcing bars can be omitted by the amount of the vibration control member 3 installed in the middle part 2a of the boundary beam 2, the economy is excellent (invention of claim 4).

制震部材３の両側のＲＣ造もしくはＳＲＣ造境界梁２をプレキャストコンクリートにより構築する場合には、先ず、境界梁２の梁鉄筋５を組み立て、又は鉄骨と梁鉄筋５を組み立てる。次に、梁鉄筋５における梁主筋６を利用して境界梁２の中間部２ａに、上記制震部材３を設置する。具体的には、前記制震部材３における鋼製端板３ａの孔３ｄ…へ前記梁主筋６を通し、該梁主筋６のねじ切りした先端へナット７を締め付けて、梁主筋６と鋼製端板３ａとを接合し、制震部材３を設置する。次に、梁型枠を組み立て、コンクリートを打設して境界梁２をプレキャストコンクリート製として構成する。その後、前記プレキャストコンクリート製の境界梁２をその中間２ａの制震部材３と共に耐震要素間へ梁として設置し、耐震要素のコンクリートを打設して一体的に接合する（請求項５記載の発明）。   When the RC structure or SRC structure boundary beam 2 on both sides of the damping member 3 is constructed of precast concrete, first, the beam reinforcement 5 of the boundary beam 2 is assembled, or the steel frame and the beam reinforcement 5 are assembled. Next, the damping member 3 is installed in the middle portion 2 a of the boundary beam 2 using the beam main reinforcement 6 in the beam reinforcing bar 5. Specifically, the beam main reinforcement 6 is passed through the hole 3d of the steel end plate 3a in the vibration control member 3, and a nut 7 is tightened to the threaded end of the beam main reinforcement 6 so that the beam main reinforcement 6 and the steel end The plate 3a is joined and the vibration control member 3 is installed. Next, the beam formwork is assembled, concrete is placed, and the boundary beam 2 is made of precast concrete. Thereafter, the boundary beam 2 made of precast concrete is installed as a beam between the seismic elements together with the damping member 3 in the middle 2a, and the concrete of the seismic elements is cast and integrally joined (invention according to claim 5). ).

斯くして、本実施例の制震建物は、地震時の水平力による大変形に対し、前記制震部材３が先行して降伏し、鋼製ウェブ３ｃが座屈するので、境界梁２の耐力の上昇を抑制でき、安定した減衰性能を確保できる。また、制震部材３の履歴特性（剛性・耐力）を細かく調整（設計）して制震架構のエネルギー吸収能力を大きくすることができるので、地震時に架構に作用する水平力や架構の変形を効果的に低減させることができ、もって建物の制震性能を確保・向上させることができる。
更に、境界梁２は両端部での曲げモーメントが大きく、中央でモーメントが小さくなるので、正面方向に見た鋼製ウェブ３ｃの形状を正方形に近い矩形とする条件で制震部材３のスパンを最短化した構成とし、前記制震部材３を境界梁２の中央に設置することにより、応力の小さいところで鉄骨とＲＣ部材を接合できる。 Thus, the damping building of the present embodiment has the yield strength of the boundary beam 2 because the damping member 3 yields in advance and the steel web 3c buckles against large deformation due to the horizontal force at the time of the earthquake. Can be suppressed, and stable attenuation performance can be secured. In addition, the hysteresis characteristics (rigidity and proof stress) of the damping member 3 can be finely adjusted (designed) to increase the energy absorption capacity of the damping frame, so the horizontal force acting on the frame and the deformation of the frame during an earthquake can be reduced. It can be effectively reduced and the seismic performance of the building can be secured and improved.
Further, the boundary beam 2 has a large bending moment at both ends and a small moment at the center, so that the span of the damping member 3 is set under the condition that the shape of the steel web 3c viewed in the front direction is a rectangle close to a square. By adopting the shortest configuration and installing the damping member 3 in the center of the boundary beam 2, the steel frame and the RC member can be joined at a place where the stress is small.

以上、本発明を実施例に基づいて説明したが、勿論、図示した実施例の限りではない。本発明の要旨及び技術的思想を逸脱しないかぎり、当業者の変形、応用にしたがい様々な実施例が成立することを、敢えてここに、言及する次第です。   The present invention has been described based on the embodiments. However, the present invention is not limited to the illustrated embodiments. As long as it does not deviate from the gist and technical idea of the present invention, it will be mentioned here that various embodiments can be realized according to modifications and applications of those skilled in the art.

本発明に係る制震建物の境界梁部分を示す立面図である。It is an elevation view which shows the boundary beam part of the damping building which concerns on this invention. 本発明に係る異なる制震建物の境界梁部分を示す立面図である。It is an elevation view which shows the boundary beam part of the different damping structure which concerns on this invention. 本発明に係る制震部材を示す斜視図である。It is a perspective view which shows the damping member which concerns on this invention. 図３のＡ−Ａ線矢視断面図である。FIG. 4 is a cross-sectional view taken along line AA in FIG. 3. （Ａ）〜（Ｃ）は、本発明に係る制震部材の荷重と変形の関係を示すグラフである。(A)-(C) are the graphs which show the relationship between the load and deformation | transformation of the damping member which concerns on this invention. 従来の制震建物の境界梁部分を示す立面図である。It is an elevation view which shows the boundary beam part of the conventional seismic control building. 従来の制震建物の異なる境界梁部分を示す立面図である。It is an elevation view which shows the boundary beam part from which the conventional seismic control building differs.

符号の説明Explanation of symbols

１ 柱
２ 境界梁
２ａ 境界梁の中間部
３ 制震部材
３ａ 鋼製端板
３ｂ 鋼製フランジ
３ｃ 鋼製ウェブ
８ 耐震壁 DESCRIPTION OF SYMBOLS 1 Column 2 Boundary beam 2a Middle part of boundary beam 3 Damping member 3a Steel end plate 3b Steel flange 3c Steel web 8 Earthquake resistant wall

Claims (5)

一対の鋼製端板の間に、上下の鋼製フランジと、該上下の鋼製フランジの間に間隔をあけて垂直に配置された複数の鋼製ウェブとが組み込まれ、前記鋼製端板と鋼製フランジ及び鋼製ウェブが一体的に接合されて成り、
柱と柱又は耐震壁と柱等の耐震要素を結合する鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造境界梁の中間部に設置されることを特徴とする、境界梁に用いる制震部材。 An upper and lower steel flange and a plurality of steel webs arranged vertically with a space between the upper and lower steel flanges are incorporated between a pair of steel end plates, and the steel end plate and the steel The flange made of steel and the steel web are integrally joined,
A damping member used for a boundary beam, characterized in that it is installed in the middle of a reinforced concrete or steel-framed reinforced concrete boundary beam that connects columns and columns or seismic walls and columns. 制震部材を構成する鋼製ウェブの強度、板厚若しくは枚数を変化させて、上下の鋼製フランジの弾性域で、鋼製ウェブが先行して降伏する構成としたことを特徴とする、請求項１に記載した境界梁に用いる制震部材。   By changing the strength, plate thickness or number of steel webs constituting the damping member, the steel web yields in the elastic region of the upper and lower steel flanges. A vibration control member used for the boundary beam described in Item 1. 一対の鋼製端板の間に、上下の鋼製フランジと、該上下の鋼製フランジの間に間隔をあけて垂直に配置された複数の鋼製ウェブとが組み込まれ、前記鋼製端板と鋼製フランジ及び鋼製ウェブが一体的に接合されて成る制震部材が、柱と柱又は耐震壁と柱等の耐震要素を結合する鉄筋コンクリートもしくは鉄骨鉄筋コンクリート造境界梁の中間部に設置されていることを特徴とする、制震建物。   An upper and lower steel flange and a plurality of steel webs arranged vertically with a space between the upper and lower steel flanges are incorporated between a pair of steel end plates, and the steel end plate and the steel Damping members made by integrally joining steel flanges and steel webs are installed in the middle of reinforced concrete or steel reinforced concrete boundary beams that connect columns and columns or earthquake resistant walls and columns. A seismic control building. 制震部材の両側の鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造境界梁は、現場打ちコンクリートで構成されていることを特徴とする、請求項３に記載した制震建物。   The seismic control building according to claim 3, wherein the reinforced concrete structure or the steel-framed reinforced concrete boundary beam on both sides of the vibration control member is made of cast-in-place concrete. 制震部材の両側の鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造境界梁は、プレキャストコンクリートで構成されていることを特徴とする、請求項３に記載した制震建物。   The reinforced concrete building according to claim 3, wherein the reinforced concrete structure or the steel-framed reinforced concrete boundary beam on both sides of the vibration control member is made of precast concrete.
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CN102535682A (en) * 2012-02-16 2012-07-04 同济大学 Replaceable connecting joint for wallboard components of precast concrete shear wall structures
CN102535682B (en) * 2012-02-16 2013-11-27 同济大学 Replaceable connecting joint for wallboard components of precast concrete shear wall structures
CN103061451A (en) * 2013-01-09 2013-04-24 北京工业大学 Horizontally-sliced composite coupling beam with cave opening concrete wall body and construction method thereof
CN104805958B (en) * 2015-04-02 2016-11-16 同济大学 It is applied to double rank surrender power consumption steel coupling beam of Coupled Shear Wall structure
CN110359553A (en) * 2019-07-31 2019-10-22 西安建筑科技大学 A kind of replaceable assembling frame beam column energy consumption connecting key
KR20220045326A (en) * 2020-10-05 2022-04-12 주식회사 포스코 Damper structure and joint structure for beam to column connection
KR102407718B1 (en) * 2020-10-05 2022-06-10 주식회사 포스코 Damper structure and joint structure for beam to column connection
CN115126320A (en) * 2022-05-24 2022-09-30 福建工程学院 Assembled replaceable beam-column connecting node structure

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