JP2002227327A - Joint structure between H-shaped steel column and RC shear wall - Google Patents
Joint structure between H-shaped steel column and RC shear wallInfo
- Publication number
- JP2002227327A JP2002227327A JP2001019354A JP2001019354A JP2002227327A JP 2002227327 A JP2002227327 A JP 2002227327A JP 2001019354 A JP2001019354 A JP 2001019354A JP 2001019354 A JP2001019354 A JP 2001019354A JP 2002227327 A JP2002227327 A JP 2002227327A
- Authority
- JP
- Japan
- Prior art keywords
- steel column
- shaped steel
- wall
- web
- shear
- 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.)
- Granted
Links
Landscapes
- Load-Bearing And Curtain Walls (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、建築物におけるＨ
形鋼柱と鉄筋コンクリート耐震壁との接合構造に関する
ものである。[0001] The present invention relates to an H
The present invention relates to a joint structure between a shaped steel column and a reinforced concrete shear wall.
【０００２】[0002]
【従来の技術】例えば、集合住宅のような構造方向性の
強い建築物においては、梁間方向をラーメン構造とし、
桁行き方向を壁式構造とする複合構造とすることが耐震
性を向上させる上で有効とされており、こような躯体構
造とする場合は、鋼柱と鉄筋コンクリート耐震壁（以
下、ＲＣ耐震壁という）との接合部の構造が重要な課題
となっている。2. Description of the Related Art For example, in a building having a strong structural direction, such as an apartment house, the direction between beams is a ramen structure.
It is effective to improve the seismic resistance by using a composite structure in which the girder direction is a wall type structure. When such a frame structure is used, steel columns and reinforced concrete shear walls (hereinafter referred to as RC shear walls) This is an important issue.
【０００３】このような接合構造の一例として、特開平
１１−３２４１０８号公報に記載された発明がある。こ
の発明に係る鋼管柱とＲＣ耐震壁の接合構造は、ＲＣ耐
震壁と鋼管柱とを、鋼管柱の外面に突設されてＲＣ耐震
壁のコンクリートに埋め込まれた剪断力伝達部材を用い
て接合するようにしたもので、鋼管柱は、内部にコンク
リートが充填されたコンクリート充填鋼管柱で構成し、
剪断力伝達部材には、鋼管柱の上下方向に多数設けられ
たスタットボルト又は溝形部材等を用いたものである。As an example of such a joint structure, there is an invention described in Japanese Patent Application Laid-Open No. H11-324108. The joint structure between a steel pipe column and an RC earthquake-resistant wall according to the present invention joins the RC earthquake-resistant wall and the steel pipe column using a shear force transmitting member that is protruded from an outer surface of the steel pipe column and embedded in concrete of the RC earthquake-resistant wall. The steel pipe column is composed of a concrete-filled steel pipe column filled with concrete inside,
As the shearing force transmitting member, a number of stud bolts or groove members provided in the vertical direction of the steel pipe column are used.
【０００４】[0004]
【発明が解決しようとする課題】上記の従来技術は、柱
配筋と型枠を省略できるというメリットがあるが、鋼管
柱とＲＣ耐震壁のコンクリート打設を別々に行わなけれ
ばならないので、面倒であり、また、剪断力伝達部材の
曲げ破壊を抑制するためには、これを取付ける鋼管柱の
板厚を十分厚くしなければならず、これらにより建設費
の増嵩は避けられない。さらに、ＲＣ耐震壁の横配筋が
鋼管柱のコンクリートに定着されていないため、ＲＣ耐
震壁の引張り力により鋼管柱との接合部のコンクリート
が剥離してしまうおそれがある等、種々問題がある。The above-mentioned prior art has the merit that the column arrangement and the formwork can be omitted. However, since the steel pipe columns and the RC earthquake-resistant wall must be cast separately, it is troublesome. In addition, in order to suppress the bending failure of the shearing force transmitting member, the thickness of the steel pipe column to which the shearing force transmitting member is to be attached must be made sufficiently thick, which inevitably increases the construction cost. Furthermore, since the horizontal reinforcement of the RC shear wall is not fixed to the concrete of the steel pipe column, there are various problems such as the possibility that the concrete at the joint with the steel pipe column may be peeled off due to the tensile force of the RC shear wall. .
【０００５】本発明は、上記の課題を解決するためにな
されたもので、ＲＣ耐震壁から鋼柱への剪断力の伝達を
確実に行うと共に、ＲＣ耐震壁の引張り力による鋼柱と
の接合部のコンクリートが剥離するおそれのないＨ形鋼
柱とＲＣ耐震壁との接合構造を提供することを目的とし
たものである。SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and it is intended to surely transmit a shearing force from an RC shear wall to a steel column and to join the RC column with a steel column by a tensile force. It is an object of the present invention to provide a joint structure between an H-shaped steel column and an RC earthquake-resistant wall in which concrete in a portion does not peel off.
【０００６】[0006]
【課題を解決するための手段】本発明に係るＨ形鋼柱と
ＲＣ耐震壁との接合構造は、Ｈ形鋼柱のウェブ若しくは
フランジの内壁又はウェブとフランジの内壁に複数の剪
断力伝達部材を設置し、前記Ｈ形鋼柱のウェブの両側又
は一方の側にＲＣ耐震壁を一体化してコンクリートを打
設したものである。According to the present invention, there is provided a joint structure between an H-shaped steel column and an RC shear wall, wherein a plurality of shear force transmitting members are provided on the inner wall of the web or flange of the H-shaped steel column or the inner wall of the web and flange. And an RC shear wall is integrated on both sides or one side of the web of the H-shaped steel column, and concrete is cast.
【０００７】また、本発明に係るＨ形鋼柱とＲＣ耐震壁
との接合構造は、Ｈ形鋼柱のウェブ若しくはフランジの
内壁又はウェブとフランジの内壁に複数の剪断力伝達部
材を設置し、かつ前記Ｈ形鋼柱の両フランジの間にＲＣ
耐震壁の鉄筋骨組を配置して、前記Ｈ形鋼柱のウェブと
フランジで囲まれた空間内とＲＣ耐震壁とにコンクリー
トを打設したものである。In the joint structure between an H-shaped steel column and an RC shear wall according to the present invention, a plurality of shear force transmitting members are installed on an inner wall of a web or a flange of the H-shaped steel column or an inner wall of a web and a flange, And RC between both flanges of the H-shaped steel column.
The reinforcing frame of the earthquake-resistant wall is arranged, and concrete is poured into the space surrounded by the web and the flange of the H-shaped steel column and the RC earthquake-resistant wall.
【０００８】さらに、本発明に係るＨ形鋼柱とＲＣ耐震
壁との接合構造は、Ｈ形鋼柱のウェブ若しくはフランジ
の内壁又はウェブとフランジの内壁に複数の剪断力伝達
部材を設置し、かつ前記Ｈ形鋼柱の両フランジ間にプレ
キャストＲＣ耐震壁を配置して、前記Ｈ形鋼柱のウェブ
とフランジで囲まれた空間内にコンクリートを打設し
た。Further, in the joint structure of the H-shaped steel column and the RC shear wall according to the present invention, a plurality of shear force transmitting members are installed on the inner wall of the web or flange of the H-shaped steel column or the inner wall of the web and flange. A precast RC shear wall was placed between both flanges of the H-shaped steel column, and concrete was poured into a space surrounded by the web and the flange of the H-shaped steel column.
【０００９】また、上記のＨ形鋼柱のウェブとフランジ
で囲まれた空間内に柱補強筋を配置した。さらに、上記
のＲＣ耐震壁の横配筋をＨ形鋼柱のウェブに貫通した。Further, a column reinforcing bar is disposed in a space surrounded by the web and the flange of the H-shaped steel column. Furthermore, the horizontal reinforcement of the RC shear wall penetrated the web of the H-shaped steel column.
【００１０】[0010]
【発明の実施の形態】［実施の形態１］図１は本発明の
実施の形態１に係るＨ形鋼柱とＲＣ耐震壁との接合構造
を示す縦断面図、図２は図１のＡ−Ａ断面図である。両
図において、１はウェブ２と上下のフランジ３ａ，３ｂ
からなる断面Ｈ状のＨ形鋼柱で、４ａ，４ｂはウェブ２
とフランジ３ａ，３ｂで囲まれた溝状の空間部（以下、
単に空間部という）である。なお、このＨ形鋼柱１は、
ウェブ２及びフランジ３ａ，３ｂの厚みが厚いものが望
ましい。[First Embodiment] FIG. 1 is a longitudinal sectional view showing a joint structure between an H-shaped steel column and an RC shear wall according to a first embodiment of the present invention, and FIG. 2 is A in FIG. It is -A sectional drawing. In both figures, 1 is a web 2 and upper and lower flanges 3a, 3b.
4a and 4b are web 2
And a groove-shaped space surrounded by flanges 3a and 3b (hereinafter referred to as
Simply referred to as a space). In addition, this H-shaped steel column 1
It is desirable that the thickness of the web 2 and the flanges 3a and 3b is large.
【００１１】５はＨ形鋼柱１の空間部４ａ，４ｂ内にお
いて、ウェブ２の一方の壁面又は両壁面に設けられたス
タッドボルト、溝形部材等からなる剪断力伝達部材で、
例えば、ウェブ２の横方向（ウェブ高さ方向）に２列
で、かつ上下方向に所定の間隔で設けられており、例え
ばウェブ２の壁面に穿孔された穴にその先端部を差し込
んで、溶接等により固定したものである。Reference numeral 5 denotes a shear force transmitting member including stud bolts, groove members and the like provided on one or both wall surfaces of the web 2 in the space portions 4a and 4b of the H-shaped steel column 1,
For example, the web 2 is provided in two rows in the horizontal direction (web height direction) and at predetermined intervals in the vertical direction. For example, the tip of the web 2 is inserted into a hole formed in the wall surface of the web 2 and welding is performed. It is fixed by the above.
【００１２】１０はＨ形鋼柱１の空間部４ａ，４ｂ内
に、その端縁部が位置するように設けられたＲＣ耐震壁
である。１１はＲＣ耐震壁１０の横配筋で、先端部を内
側にＵ字状に折り曲げて折り曲げ部を形成し、この折り
曲げ部をＨ形鋼柱１の空間部４ａ，４ｂ内に配設したも
のである。なお、折り曲げ部は剪断力伝達部材５に結合
してもよいが、上下の剪断力伝達部材５の間に配設して
もよい。なお、１２はＲＣ耐震壁１０の縦配筋である。Reference numeral 10 denotes an RC earthquake-resistant wall provided in the space portions 4a and 4b of the H-shaped steel column 1 so that the edges thereof are located. Numeral 11 denotes horizontal reinforcing bars of the RC earthquake-resistant wall 10, which have a bent portion formed by bending a tip portion inward in a U-shape, and the bent portion is disposed in the space portions 4 a and 4 b of the H-shaped steel column 1. It is. The bent portion may be connected to the shearing force transmitting member 5, or may be provided between the upper and lower shearing force transmitting members 5. In addition, 12 is a vertical reinforcing bar of the RC earthquake-resistant wall 10.
【００１３】このようにして、Ｈ形鋼柱１の両側に横配
筋１１と縦配筋１２からなるＲＣ耐震壁１０の鉄筋骨組
を形成したのち、Ｈ形鋼柱１の周囲及びＲＣ耐震壁１０
の鉄筋骨組の両側に型枠（図示せず）を設置し、Ｈ形鋼
柱１の空間部４ａ，４ｂを含む型枠内にコンクリート２
０を打設する。なお、状況によっては、Ｈ形鋼柱１の空
間部４ａ，４ｂの開口部及びＲＣ耐震壁１０の鉄筋骨組
の両側のみに型枠を設置し、空間部４ａ，４ｂを含む型
枠内にコンクリート２０を打設してもよい。コンクリー
ト２０が固化したのち型枠を取り外せば、ＲＣ耐震壁１
０の造成及びＨ形鋼柱１とＲＣ耐震壁１０との接合が終
了する。After forming the RC frame of the RC shear wall 10 including the horizontal reinforcing bars 11 and the vertical reinforcing bars 12 on both sides of the H-shaped steel column 1 in this manner, the periphery of the H-shaped steel column 1 and the RC shear-resistant wall are formed. 10
Formwork (not shown) is installed on both sides of the reinforced steel frame, and concrete 2 is placed in the formwork including the spaces 4a and 4b of the H-shaped steel column 1.
0 is cast. Depending on the situation, a formwork may be installed only on both sides of the openings of the space portions 4a and 4b of the H-shaped steel column 1 and the reinforcing frame of the RC earthquake-resistant wall 10, and concrete may be placed in the formwork including the space portions 4a and 4b. 20 may be cast. If concrete 20 is removed after concrete 20 has solidified, RC shear wall 1
0 and the joining between the H-shaped steel column 1 and the RC shear wall 10 are completed.
【００１４】この場合、ＲＣ耐震壁１０の造成のための
鉄筋骨組の形成及び型枠の設置に代えて、Ｈ形鋼柱１の
間にプレキャストＲＣ耐震壁を設置し、その横配筋の先
端部を折り曲げてＨ形鋼柱１の空間部４ａ，４ｂ内に配
設して、Ｈ形鋼柱１の外周及び空間部４ａ，４ｂ内、又
は空間部４ａ，４ｂ内にコンクリート２０を打設し、両
者を一体に接合するようにしてもよい。In this case, a precast RC shear wall is installed between the H-shaped steel columns 1 instead of forming a reinforcing frame and forming a formwork for constructing the RC shear wall 10, and the tip of the horizontal reinforcing bar is provided. The concrete portion 20 is bent and disposed in the space portions 4a and 4b of the H-shaped steel column 1, and the concrete 20 is poured into the outer periphery of the H-shaped steel column 1 and in the space portions 4a and 4b or in the space portions 4a and 4b. Then, both may be joined together.
【００１５】本実施の形態によれば、ＲＣ耐震壁１０の
造成及びＨ形鋼柱１との接合にあたり、両者に同時にコ
ンクリート２０を打設することができるので、施工が簡
単で工期を短縮することができる。なお、ＲＣ耐震壁１
にプレキャストＲＣ耐震壁を用いた場合は、ＲＣ耐震壁
の造成を省略できるので、さらに工期を短縮できる。ま
た、Ｈ形鋼柱１のウェブ２に設けた剪断力伝達部材５に
より、Ｈ形鋼柱１とコンクリート２０との付着力が増大
するため、ＲＣ耐震壁１０の剪断力をＨ形鋼柱１に確実
に伝達することができる。According to the present embodiment, concrete 20 can be simultaneously poured into both the RC shear wall 10 and the H-shaped steel column 1 when forming the RC shear wall 10. Therefore, the construction is simple and the construction period is shortened. be able to. In addition, RC shear wall 1
When a precast RC earthquake-resistant wall is used, construction of the RC earthquake-resistant wall can be omitted, so that the construction period can be further shortened. Further, the shear force transmitting member 5 provided on the web 2 of the H-shaped steel column 1 increases the adhesive force between the H-shaped steel column 1 and the concrete 20, so that the shearing force of the RC earthquake-resistant wall 10 is reduced by the H-shaped steel column 1. Can be transmitted reliably.
【００１６】さらに、ＲＣ耐震壁１０の横配筋１１を、
Ｈ形鋼柱１の空間部４ａ，４ｂに打設したコンクリート
２０に定着させたので、ＲＣ耐震壁１０の引張り力によ
る横配筋１１の引き抜きを抑え、引張り力をＨ形鋼柱１
に確実に伝達することができる。またこれにより、Ｈ形
鋼柱１とＲＣ耐震壁１０との接合部におけるコンクリー
トの剥離を防止できる。Further, the horizontal reinforcing bars 11 of the RC earthquake-resistant wall 10 are
Since the anchoring is performed on the concrete 20 cast in the space portions 4a and 4b of the H-shaped steel column 1, the pull-out of the horizontal reinforcing bars 11 due to the tensile force of the RC earthquake-resistant wall 10 is suppressed, and the tensile force is reduced.
Can be transmitted reliably. Moreover, this can prevent peeling of concrete at the joint between the H-shaped steel column 1 and the RC earthquake-resistant wall 10.
【００１７】［実施の形態２］図３は本発明の実施の形
態２の平断面図である。なお、以下の実施の形態におい
ては、実施の形態１と同じ部分にはこれと同じ符号を付
し、説明を省略する。本実施の形態は、Ｈ形鋼柱１のウ
ェブ２に、ＲＣ耐震壁１０の横配筋１１に対応した位置
に貫通穴６を設け、一方のＲＣ耐震壁１０の横配筋１１
をそれぞれこの貫通穴６に挿通し、他方のＲＣ耐震壁１
０の横配筋１１と一体化したものである。その他の構成
及び施工方法は、実施の形態１の場合と同様である。本
実施の形態によれば、実施の形態１の場合とほぼ同様の
効果に加え、Ｈ形鋼柱１のウェブ２にＲＣ耐震壁１０の
横配筋１１を貫通させたので、Ｈ形鋼柱１とコンクリー
ト２０との付着力を増大することができる。[Second Embodiment] FIG. 3 is a plan sectional view of a second embodiment of the present invention. In the following embodiments, the same parts as those in the first embodiment are denoted by the same reference numerals, and description thereof will be omitted. In the present embodiment, a through hole 6 is provided in a web 2 of an H-shaped steel column 1 at a position corresponding to a horizontal reinforcing bar 11 of an RC shear wall 10, and a horizontal reinforcing bar 11 of one RC shear wall 10 is provided.
Are inserted into the through holes 6, respectively, and the other RC
0 are integrated with the horizontal arrangement 11 of the bars. Other configurations and construction methods are the same as those in the first embodiment. According to the present embodiment, in addition to substantially the same effect as in the first embodiment, since the horizontal reinforcement 11 of the RC shear wall 10 penetrates the web 2 of the H-shaped steel column 1, the H-shaped steel column 1 and the concrete 20 can be increased.
【００１８】［実施の形態３］図４は本発明の実施の形
態３の平断面図である。本実施の形態は、Ｈ形鋼柱１の
空間部４ａ，４ｂ内の、ウェブ２に設けた剪断力伝達部
材５の近傍（例えば、剪断力伝達部材５の間及び両側）
の上下方向に、複数の柱補強筋７を配設し、ＲＣ耐震壁
１０の横配筋１１をエンドレス状に折り曲げて、柱補強
筋７のフープ筋としたものである。その他の構成及び施
工方法は、実施の形態１の場合と同様である。本実施の
形態によれば、実施の形態１の場合とほぼ同様の効果に
加えて、空間部４ａ，４ｂに柱補強筋７を設けたことに
より、空間部４ａ，４ｂ内のコンクリート２０が負担す
るＲＣ耐震壁１０の引張り力を軽減することができる。[Third Embodiment] FIG. 4 is a plan sectional view of a third embodiment of the present invention. In the present embodiment, the vicinity of the shear force transmitting member 5 provided on the web 2 in the space portions 4a and 4b of the H-shaped steel column 1 (for example, between and on both sides of the shear force transmitting member 5).
A plurality of column reinforcing bars 7 are arranged vertically, and the horizontal reinforcing bars 11 of the RC earthquake-resistant wall 10 are bent endlessly to be the hoop bars of the column reinforcing bars 7. Other configurations and construction methods are the same as those in the first embodiment. According to the present embodiment, in addition to the substantially same effects as in the first embodiment, the provision of the column reinforcing bars 7 in the spaces 4a, 4b allows the concrete 20 in the spaces 4a, 4b to bear a load. Therefore, the tensile force of the RC earthquake-resistant wall 10 can be reduced.
【００１９】［実施の形態４］図５は本発明の実施の形
態４の平断面図である。本実施の形態は、実施の形態１
においては、Ｈ形鋼柱１の空間部４ａ，４ｂ内において
フランジ３ａ，３ｂの壁面の上下方向に、剪断力伝達部
材５とほぼ同じ間隔で、スタッドボルト、溝形部材等か
らなる剪断力伝達部材５を設けると共に、この剪断力伝
達部材５の両側、したがって空間部４ａ，４ｂのほぼ４
隅の上下方向に柱補強筋７を配設し、この柱補強筋７の
上下方向に所定の間隔で複数のフープ筋８を設けたもの
である。その他の構造及び施工方法は、実施の形態１の
場合と同様である。本実施の形態の効果も実施の形態１
の場合と同様であるが、ＲＣ耐震壁１０からＨ形鋼柱１
への剪断力及び引張り力の伝達を、より確実に行うこと
ができる。[Fourth Embodiment] FIG. 5 is a plan sectional view of a fourth embodiment of the present invention. This embodiment is similar to the first embodiment.
In the vertical direction of the wall surfaces of the flanges 3a, 3b in the space portions 4a, 4b of the H-shaped steel column 1, the shear force transmission composed of stud bolts, groove members and the like is provided at substantially the same interval as the shear force transmission member 5. A member 5 is provided and both sides of the shearing force transmitting member 5 and thus approximately four of the spaces 4a, 4b are formed.
Column reinforcing bars 7 are provided in the vertical direction of the corner, and a plurality of hoop bars 8 are provided at predetermined intervals in the vertical direction of the column reinforcing bars 7. Other structures and construction methods are the same as those in the first embodiment. The effect of the present embodiment is also the first embodiment.
Is the same as in the case of
The transmission of the shearing force and the pulling force can be performed more reliably.
【００２０】［実施の形態５］図６は本発明の実施の形
態５の平断面図である。本実施の形態は、実施の形態１
において、実施の形態４の場合と同様にフランジ３ａ，
３ｂの壁面に剪断力伝達部材５を設けると共に、この剪
断力伝達部材５の外側（ウェブ２の反対側）にそれぞれ
柱補強筋７を配設し、この柱補強筋７の上下方向に所定
の間隔で、ウェブ２に設けた貫通穴６に挿通したフープ
筋８ａを設けたものである。その他の構造及び施工方法
は、実施の形態１の場合と同様である。本実施の形態に
よれば、実施の形態４の場合とほぼ同様の効果を得るこ
とができる。[Fifth Embodiment] FIG. 6 is a plan sectional view of a fifth embodiment of the present invention. This embodiment is similar to the first embodiment.
In the same manner as in the fourth embodiment, the flanges 3a,
A shear force transmitting member 5 is provided on the wall surface of 3b, and a column reinforcing bar 7 is disposed on the outside of the shear force transmitting member 5 (on the opposite side of the web 2). At intervals, hoop streaks 8a are provided that pass through through holes 6 provided in the web 2. Other structures and construction methods are the same as those in the first embodiment. According to the present embodiment, substantially the same effects as in the fourth embodiment can be obtained.
【００２１】［実施の形態６］図７は本発明の実施の形
態６の平断面図である。本実施の形態は、実施の形態５
において、ウェブ２に設けた貫通穴６に挿通されたフー
プ筋８ａを分割し、両端部をＵ字状に折り曲げて横配筋
９として、それぞれ柱補強筋７に結合したもので、その
他の構造、施工方法は実施の形態１の場合と同様であ
る。本実施の形態によれば、実施の形態４の場合とほぼ
同様の効果を得ることができる。なお、上記各実施の形
態においては、Ｈ形鋼柱１のウェブ２又はウェブ２とフ
ランジ３ａ，３ｂの剪断力伝達部材５を設けた場合を示
したが、フランジ３ａ，３ｂのみに剪断力伝達部材５を
設けてもよい。[Sixth Embodiment] FIG. 7 is a plan sectional view of a sixth embodiment of the present invention. This embodiment is similar to the fifth embodiment.
In the above, the hoop streaks 8a inserted into the through holes 6 provided in the web 2 are divided, and both end portions are bent into a U-shape to be connected to the column reinforcing bars 7 as horizontal reinforcing bars 9, respectively. The construction method is the same as that of the first embodiment. According to the present embodiment, substantially the same effects as in the fourth embodiment can be obtained. In each of the above embodiments, the case where the web 2 of the H-shaped steel column 1 or the web 2 and the shear force transmitting member 5 of the flanges 3a and 3b are provided, but the shear force is transmitted only to the flanges 3a and 3b. A member 5 may be provided.
【００２２】[0022]
【実施例】次に、実施の形態１に係るＨ形鋼柱１とＲＣ
耐震壁１０との接合構造の実施例について説明する。 （１）Ｈ形鋼柱１ ウェブ２の厚み５０mm、フランジ３ａ，３ｂの厚み５０
mmのＨ形鋼を用いた。 （２）剪断力伝達部材５ Ｈ形鋼柱１のウェブ２の両壁面の幅方向（ウェブ高さ方
向）に穴を設け、この穴にスタッドボルトの先端部を挿
入し、溶接により固定した。 （３）ＲＣ耐震壁１０ ＲＣ耐震壁１０を施工するＨ形鋼柱１の間に、先端部を
Ｕ字状に折り曲げた横配筋１１を上下方向に配筋し、先
端折り曲げ部をＨ形鋼柱１のウェブ２に設けた頭付きス
タッドボルトの間に配置した。また、縦配筋１２を配筋
し、鉄筋骨組を形成した。Next, an H-shaped steel column 1 according to Embodiment 1 and RC
An embodiment of the joint structure with the earthquake-resistant wall 10 will be described. (1) H-shaped steel column 1 Web 2 thickness 50 mm, flanges 3a, 3b thickness 50
mm H-beam was used. (2) Shear force transmitting member 5 A hole was provided in the width direction (web height direction) of both wall surfaces of the web 2 of the H-shaped steel column 1, and the tip of a stud bolt was inserted into this hole and fixed by welding. (3) RC earthquake-resistant wall 10 Between the H-shaped steel columns 1 on which the RC earthquake-resistant wall 10 is to be constructed, a horizontal reinforcing bar 11 whose tip is bent in a U-shape is vertically arranged, and the bent end portion is H-shaped. It was arranged between stud bolts with heads provided on the web 2 of the steel column 1. The vertical reinforcing bars 12 were arranged to form a reinforcing frame.
【００２３】そして、Ｈ形鋼柱１の空間部４ａ，４ｂの
開口部及びＲＣ耐震壁１０のための鉄筋骨組の周囲に型
枠を設置し、両者同時にコンクリート２０を打設した。
コンクリート２０が固化したのち型枠を取り外した。こ
れにより、ＲＣ耐震壁１０の造成及びＲＣ耐震壁１０と
Ｈ形鋼柱１との接合が終了した。Then, a formwork was installed around the openings of the space portions 4a and 4b of the H-shaped steel column 1 and the reinforcing frame for the RC earthquake-resistant wall 10, and concrete 20 was simultaneously poured into both.
After the concrete 20 was solidified, the form was removed. Thus, the formation of the RC earthquake-resistant wall 10 and the joining between the RC earthquake-resistant wall 10 and the H-shaped steel column 1 are completed.
【００２４】上記のように、Ｈ形鋼柱１のウェブ２及び
フランジ３ａ，３ｂの厚みを通常のＨ形鋼柱より厚く、
例えば、ウェブ２の厚みを４０cm〜１００cm、フランジ
３ａ，３ｂの厚みを４０mm〜１００mmとすることによ
り、前述の実施の形態１〜６の効果に加えて、次のよう
な効果を得ることができる。すなわち、剪断力伝達部材
５を取付けるＨ形鋼柱１のウェブ２及びフランジ３ａ，
３ｂが厚いため、剪断力伝達部材５の曲げ破壊を防止す
ることができる。また、ウェブ２が厚いため、ＲＣ耐震
壁１０の横配筋１１を安定して貫通させることができる
ので、Ｈ形鋼柱１とコンクリート２０との付着力をさら
に増大することができる。As described above, the thickness of the web 2 and the flanges 3a and 3b of the H-shaped steel column 1 is larger than that of a normal H-shaped steel column.
For example, by setting the thickness of the web 2 to 40 cm to 100 cm and the thickness of the flanges 3 a and 3 b to 40 mm to 100 mm, the following effects can be obtained in addition to the effects of the first to sixth embodiments. . That is, the web 2 and the flange 3a of the H-shaped steel column 1 on which the shearing force transmitting member 5 is mounted.
Since the thickness 3b is large, it is possible to prevent the shearing force transmission member 5 from bending and breaking. Further, since the web 2 is thick, the horizontal reinforcing bars 11 of the RC earthquake-resistant wall 10 can be stably penetrated, so that the adhesive force between the H-shaped steel column 1 and the concrete 20 can be further increased.
【００２５】さらに、Ｈ形鋼柱１のウェブ２を貫通して
横配筋１１を設置することにより、Ｈ形鋼柱１の断面を
除く柱断面（空間部４ａ，４ｂに打設したコンクリート
２０の断面）のみで鉛直方向の軸力に耐えることができ
るので、Ｈ形鋼柱１の耐火被覆を省略することができ
る。また、Ｈ形鋼柱１のウェブ２とフランジ３ａ，３ｂ
を厚くすることにより、Ｈ形鋼柱１と梁との接合部をノ
ンダイヤフラム構造とすることができるので、複数層の
Ｈ形鋼柱１に連続してコンクリート２０を打設すること
ができる。Further, by arranging the horizontal reinforcing bars 11 through the web 2 of the H-shaped steel column 1, the cross-section of the column except for the cross-section of the H-shaped steel column 1 (the concrete 20 placed in the space portions 4 a, 4 b) is provided. ) Can withstand the axial force in the vertical direction, so that the fireproof coating of the H-shaped steel column 1 can be omitted. Further, the web 2 of the H-shaped steel column 1 and the flanges 3a, 3b
By increasing the thickness, the joint between the H-shaped steel column 1 and the beam can have a non-diaphragm structure, so that the concrete 20 can be cast continuously on the H-shaped steel column 1 having a plurality of layers.
【００２６】[0026]
【発明の効果】本発明に係るＨ形鋼柱とＲＣ耐震壁との
接合構造は、Ｈ形鋼柱のウェブ若しくはフランジの内壁
又はウェブとフランジの内壁に複数の剪断力伝達部材を
設置し、Ｈ形鋼柱のウェブの両側又は一方の側にＲＣ耐
震壁を一体化してコンクリートを打設し、あるいは、Ｈ
形鋼柱のウェブ若しくはフランジの内壁又はウェブとフ
ランジの内壁に複数の剪断力伝達部材を設置し、かつＨ
形鋼柱の両フランジの間にＲＣ耐震壁の鉄筋骨組を配置
して、Ｈ形鋼柱のウェブとフランジで囲まれた空間内と
ＲＣ耐震壁とにコンクリートを打設するようにしたの
で、ＲＣ耐震壁の造成及びＨ形鋼柱との接合にあたり、
両者に同時にコンクリートを打設することができるた
め、施工が簡単で工期を短縮することができる。The joint structure between the H-shaped steel column and the RC shear wall according to the present invention comprises a plurality of shear force transmitting members installed on the inner wall of the web or flange of the H-shaped steel column or the inner wall of the web and flange. An RC shear wall is integrated with both sides or one side of the web of the H-shaped steel column and concrete is poured.
A plurality of shear force transmitting members are installed on the inner wall of the web or flange or the inner wall of the web and flange of the section steel column, and H
Since the RC frame of the RC shear wall was placed between both flanges of the section steel column, concrete was poured into the space surrounded by the web and flange of the H section steel column and the RC shear wall, In building RC shear walls and joining with H-shaped steel columns,
Since concrete can be poured into both at the same time, construction is simple and the construction period can be shortened.
【００２７】また、Ｈ形鋼柱に設けた剪断力伝達部材に
より、Ｈ形鋼柱とコンクリートとの付着力が増大するた
め、ＲＣ耐震壁の剪断力をＨ形鋼柱に確実に伝達するこ
とができる。さらに、ＲＣ耐震壁の横配筋を、Ｈ形鋼柱
の空間部に打設したコンクリートに定着させたので、Ｒ
Ｃ耐震壁の引張り力による横配筋の引き抜きを抑え、引
張り力をＨ形鋼柱に確実に伝達することができ、これに
よりＨ形鋼柱とＲＣ耐震壁との接合部におけるコンクリ
ートの剥離を防止できる。Further, since the shear force transmitting member provided on the H-shaped steel column increases the adhesive force between the H-shaped steel column and concrete, it is possible to reliably transmit the shearing force of the RC shear wall to the H-shaped steel column. Can be. In addition, the horizontal reinforcement of the RC shear wall was fixed to the concrete cast in the space of the H-shaped steel column.
The pull-out of the horizontal reinforcing bars due to the tensile force of the C-shear wall can be suppressed, and the tensile force can be reliably transmitted to the H-shaped steel column, thereby preventing concrete separation at the joint between the H-shaped steel column and the RC shear wall. Can be prevented.
【００２８】また、本発明に係るＨ形鋼柱とＲＣ耐震壁
との接合構造は、Ｈ形鋼柱のウェブ若しくはフランジの
内壁又はウェブとフランジの内壁に複数の剪断力伝達部
材を設置し、かつＨ形鋼柱の両フランジ間にプレキャス
トＲＣ耐震壁を配置して、Ｈ形鋼柱のウェブとフランジ
で囲まれた空間内にコンクリートを打設したので、上記
とほぼ同様の効果が得られるばかりでなく、ＲＣ耐震壁
の造成を必要としないため、工期をより短縮することが
できる。In the joint structure between an H-shaped steel column and an RC shear wall according to the present invention, a plurality of shear force transmitting members are installed on the inner wall of the web or flange of the H-shaped steel column or on the inner wall of the web and flange. In addition, since the precast RC shear walls are arranged between the flanges of the H-shaped steel column and concrete is poured into the space surrounded by the web and the flange of the H-shaped steel column, almost the same effects as above can be obtained. In addition, since it is not necessary to construct the RC earthquake-resistant wall, the construction period can be further shortened.
【００２９】上記のＨ形鋼柱のウェブとフランジで囲ま
れた空間内に柱補強筋を配置したので、空間部が負担す
るＲＣ耐震壁の引張り力を軽減することができる。ま
た、上記のＲＣ耐震壁の横配筋をＨ形鋼柱のウェブを貫
通して配設したので、Ｈ形鋼柱とコンクリートとの付着
力をさらに増大することができる。Since the column reinforcing bars are arranged in the space surrounded by the web and the flange of the H-shaped steel column, the tensile force of the RC shear wall borne by the space can be reduced. In addition, since the horizontal reinforcing bars of the RC earthquake-resistant wall are provided so as to penetrate the web of the H-shaped steel column, the adhesive force between the H-shaped steel column and concrete can be further increased.
【図１】本発明の実施の形態１の縦断面図である。FIG. 1 is a longitudinal sectional view of Embodiment 1 of the present invention.
【図２】図１のＡ−Ａ断面図である。FIG. 2 is a sectional view taken along line AA of FIG.
【図３】本発明の実施の形態２の平断面図である。FIG. 3 is a plan sectional view of a second embodiment of the present invention.
【図４】本発明の実施の形態３の平断面図である。FIG. 4 is a plan sectional view of a third embodiment of the present invention.
【図５】本発明の実施の形態４の平断面図である。FIG. 5 is a plan sectional view of a fourth embodiment of the present invention.
【図６】本発明の実施の形態５の平断面図である。FIG. 6 is a plan sectional view of a fifth embodiment of the present invention.
【図７】本発明の実施の形態６の平断面図である。FIG. 7 is a plan sectional view of a sixth embodiment of the present invention.
１ Ｈ形鋼柱 ２ ウェブ ３ フランジ ４ａ，４ｂ 空間部 ５ 剪断力伝達部材 ７ 柱補強筋 ８，８ａ フープ筋 １０ ＲＣ耐震壁 １１ 横配筋 ２０ コンクリート DESCRIPTION OF SYMBOLS 1 H-shaped steel column 2 Web 3 Flange 4a, 4b Space part 5 Shear force transmission member 7 Column reinforcement 8,8a Hoop reinforcement 10 RC earthquake-resistant wall 11 Horizontal reinforcement 20 Concrete
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.7 識別記号 ＦＩ テーマコート゛(参考） Ｅ０４Ｂ 1/16 Ｅ０４Ｂ 1/16 Ｋ ──────────────────────────────────────────────────続 き Continued on the front page (51) Int.Cl. 7 Identification symbol FI Theme coat ゛ (Reference) E04B 1/16 E04B 1/16 K
Claims (5)
壁又はウェブとフランジの内壁に複数の剪断力伝達部材
を設置し、前記Ｈ形鋼柱のウェブの両側又は一方の側に
ＲＣ耐震壁を一体化してコンクリートを打設したことを
特徴とするＨ形鋼柱とＲＣ耐震壁との接合構造。A plurality of shear force transmitting members are installed on the inner wall of the web or flange of the H-shaped steel column or on the inner wall of the web and flange, and RC shear walls are provided on both sides or one side of the web of the H-shaped steel column. Joint structure between H-shaped steel columns and RC earthquake-resistant walls, characterized by being integrally cast with concrete.
壁又はウェブとフランジの内壁に複数の剪断力伝達部材
を設置し、かつ前記Ｈ形鋼柱の両フランジの間にＲＣ耐
震壁の鉄筋骨組を配置して、前記Ｈ形鋼柱のウェブとフ
ランジで囲まれた空間内とＲＣ耐震壁とにコンクリート
を打設したことを特徴とするＨ形鋼柱とＲＣ耐震壁との
接合構造。2. A plurality of shear force transmitting members are installed on an inner wall of a web or a flange or an inner wall of a web and a flange of an H-shaped steel column, and a reinforcing frame of an RC shear wall is provided between both flanges of the H-shaped steel column. And a concrete is poured into a space surrounded by the web and the flange of the H-shaped steel column and the RC earthquake-resistant wall, wherein the joint structure between the H-shaped steel column and the RC earthquake-resistant wall is provided.
壁又はウェブとフランジの内壁に複数の剪断力伝達部材
を設置し、かつ前記Ｈ形鋼柱の両フランジ間にプレキャ
ストＲＣ耐震壁を配置して、前記Ｈ形鋼柱のウェブとフ
ランジで囲まれた空間内にコンクリートを打設したこと
を特徴とするＨ形鋼柱とＲＣ耐震壁との接合構造。3. A plurality of shear force transmitting members are installed on an inner wall of a web or a flange or an inner wall of a web and a flange of an H-shaped steel column, and a precast RC shear wall is arranged between both flanges of the H-shaped steel column. A concrete structure is cast in a space surrounded by a web and a flange of the H-shaped steel column, and the H-shaped steel column is connected to an RC shear wall.
空間内に柱補強筋を配置したことを特徴とする請求項
１，２又は３のいずれかに記載のＨ形鋼柱とＲＣ耐震壁
との接合構造。4. The H-shaped steel column and RC according to claim 1, wherein a column reinforcing bar is arranged in a space surrounded by a web and a flange of the H-shaped steel column. Joint structure with earthquake-resistant wall.
に貫通したことを特徴とする請求項１，２，３又は４の
いずれかに記載のＨ形鋼柱とＲＣ耐震壁との接合構造。5. The H-shaped steel column and the RC shear wall according to claim 1, wherein the horizontal reinforcing bars of the RC shear wall penetrate the web of the H-shaped steel column. And joining structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001019354A JP4483095B2 (en) | 2001-01-29 | 2001-01-29 | Joint structure of H-shaped steel column and RC shear wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001019354A JP4483095B2 (en) | 2001-01-29 | 2001-01-29 | Joint structure of H-shaped steel column and RC shear wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2002227327A true JP2002227327A (en) | 2002-08-14 |
| JP4483095B2 JP4483095B2 (en) | 2010-06-16 |
Family
ID=18885245
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001019354A Expired - Fee Related JP4483095B2 (en) | 2001-01-29 | 2001-01-29 | Joint structure of H-shaped steel column and RC shear wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP4483095B2 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010025583A (en) * | 2008-07-15 | 2010-02-04 | Ohbayashi Corp | Calculation method of shearing force distribution in joint surface between steel product and concrete member, calculation method of maximum shearing proof stress in joint surface between steel product and concrete member, calculation method of shearing force working on stud, and support structure of reversely driven column |
| CN108331261A (en) * | 2018-04-26 | 2018-07-27 | 华南理工大学建筑设计研究院 | High strength concrete filled steel tube Shear-wall Connecting Beam Used indulges muscle anchor structure |
| CN111364645A (en) * | 2020-04-29 | 2020-07-03 | 中国建筑第七工程局有限公司 | A new type of connection structure between walls, beams and columns |
| CN115538654A (en) * | 2022-10-13 | 2022-12-30 | 中国能源建设集团陕西省电力设计院有限公司 | A steel concrete buttress column wall node and its construction method |
| JP2023110974A (en) * | 2022-01-31 | 2023-08-10 | 鹿島建設株式会社 | Joining structure and joining method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105863111B (en) * | 2016-04-18 | 2017-12-26 | 杭州铁木辛柯钢结构设计有限公司 | The steel frame construction of embedded precast concrete shear wall bending resistance simultaneously |
-
2001
- 2001-01-29 JP JP2001019354A patent/JP4483095B2/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010025583A (en) * | 2008-07-15 | 2010-02-04 | Ohbayashi Corp | Calculation method of shearing force distribution in joint surface between steel product and concrete member, calculation method of maximum shearing proof stress in joint surface between steel product and concrete member, calculation method of shearing force working on stud, and support structure of reversely driven column |
| CN108331261A (en) * | 2018-04-26 | 2018-07-27 | 华南理工大学建筑设计研究院 | High strength concrete filled steel tube Shear-wall Connecting Beam Used indulges muscle anchor structure |
| CN108331261B (en) * | 2018-04-26 | 2023-10-20 | 华南理工大学建筑设计研究院有限公司 | Steel tube high-strength concrete shear wall connecting beam longitudinal reinforcement anchoring structure |
| CN111364645A (en) * | 2020-04-29 | 2020-07-03 | 中国建筑第七工程局有限公司 | A new type of connection structure between walls, beams and columns |
| JP2023110974A (en) * | 2022-01-31 | 2023-08-10 | 鹿島建設株式会社 | Joining structure and joining method |
| JP7759271B2 (en) | 2022-01-31 | 2025-10-23 | 鹿島建設株式会社 | Joining structure and joining method |
| CN115538654A (en) * | 2022-10-13 | 2022-12-30 | 中国能源建设集团陕西省电力设计院有限公司 | A steel concrete buttress column wall node and its construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP4483095B2 (en) | 2010-06-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP5789173B2 (en) | S-beam RC shear wall structure | |
| JP3690437B2 (en) | Seismic reinforcement structure for existing buildings | |
| JP4095534B2 (en) | Joint structure of column and beam in ramen structure and its construction method | |
| JP7849691B2 (en) | Installation structure and construction method for additional reinforcing frame framework. | |
| JP2002227327A (en) | Joint structure between H-shaped steel column and RC shear wall | |
| GB2131849A (en) | Structural framework | |
| JP2003105861A (en) | High-rise buildings using HFC columns, HFC beams, etc. | |
| JP4016522B2 (en) | Reinforcement structure of existing structure | |
| KR102398605B1 (en) | Construction method of seismic retrofit system using pc panel | |
| JP2004285823A (en) | Slab bridge and slab unit | |
| KR102452802B1 (en) | A construction method to use the seismic resistant precast concrete members | |
| JP5726675B2 (en) | Reinforcement structure of existing building | |
| JP2003313951A (en) | Column and beam joint structure in composite structure building | |
| JP2006183318A (en) | Seismic reinforcement panel and seismic reinforcement method using the same | |
| JP3909488B2 (en) | Seismic reinforcement structure of existing building and its construction method | |
| JPH06248722A (en) | Joining method for precast reinforcement concrete earthquake resisting wall and steel frame beam | |
| JP2004238801A (en) | Seismic reinforcement structure | |
| JP3317057B2 (en) | Construction method of earthquake-resistant tube frame and frame structure of high-rise office building | |
| JP2972962B2 (en) | Connection structure | |
| KR102926386B1 (en) | Seismic resistant slurry wall and construction method thereof | |
| KR102866768B1 (en) | Earthquake-resistant reinforcement method of rahmen frame | |
| JP7442268B2 (en) | underground structure | |
| JPS627339B2 (en) | ||
| JP2973985B2 (en) | RC column and steel beam joint structure | |
| JPH0673785A (en) | Steel-framed reinforced concrete column and construction method of this column and steel beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20071025 |
|
| A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20091112 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20091117 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20100118 |
|
| TRDD | Decision of grant or rejection written | ||
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20100302 |
|
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20100315 |
|
| R150 | Certificate of patent or registration of utility model |
Ref document number: 4483095 Country of ref document: JP Free format text: JAPANESE INTERMEDIATE CODE: R150 Free format text: JAPANESE INTERMEDIATE CODE: R150 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20130402 Year of fee payment: 3 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20130402 Year of fee payment: 3 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20140402 Year of fee payment: 4 |
|
| LAPS | Cancellation because of no payment of annual fees |