JPH06185139A - Horizontal joining method of precast concrete earthquake resisting wall with steel beam - Google Patents
Horizontal joining method of precast concrete earthquake resisting wall with steel beamInfo
- Publication number
- JPH06185139A JPH06185139A JP33710792A JP33710792A JPH06185139A JP H06185139 A JPH06185139 A JP H06185139A JP 33710792 A JP33710792 A JP 33710792A JP 33710792 A JP33710792 A JP 33710792A JP H06185139 A JPH06185139 A JP H06185139A
- Authority
- JP
- Japan
- Prior art keywords
- steel beam
- wall
- joining
- resisting wall
- earthquake resisting
- 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.)
- Pending
Links
Landscapes
- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、梁が鉄骨造の場合にお
けるプレキャストコンクリート耐震壁（以下ＰＣａ耐震
壁と称す）の水平接合部の接合方法に係るものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for joining a horizontal joint portion of a precast concrete earthquake resistant wall (hereinafter referred to as PCa earthquake resistant wall) when the beam is a steel frame structure.
【０００２】[0002]
【従来の技術】従来、鉄筋コンクリート造耐震壁と鉄骨
梁の接合においては、鉄骨梁側面に鉄筋コンクリート部
分を打ち増して、その部分に耐震壁を偏心させて取付け
る方法や、梁鉄骨にスタッドボルトを接合しておき、同
スタッドボルトによって耐震壁に水平力を伝達する方法
が採用されていた。2. Description of the Related Art Conventionally, when joining a reinforced concrete earthquake-resistant wall to a steel beam, a method of additionally installing a reinforced concrete portion on the side of the steel beam and eccentrically installing the earthquake-resistant wall to that portion, or joining a stud bolt to the beam steel frame In addition, the method of transmitting horizontal force to the earthquake-resistant wall by the stud bolt was adopted.
【０００３】[0003]
【発明が解決しようとする課題】しかしながら、耐震壁
を偏心接合させる場合、偏心させない場合に比して耐力
の低下が予想される。また鉄骨梁に鉄筋コンクリートを
打ち増すのに多大の労力を要し、工費も嵩む。However, when the seismic wall is eccentrically joined, the yield strength is expected to be lower than when it is not eccentric. In addition, it takes a lot of labor to increase the amount of reinforced concrete on the steel beam, and the construction cost increases.
【０００４】更にスタッドボルトを梁鉄骨に接合する方
法においては、スタッドボルト付近ではコンクリートの
充填が難しく、十分に剪断力を伝達できない場合が考え
られる。本発明は前記従来技術の有する問題点に鑑みて
提案されたもので、その目的は、施工性が向上され、構
造的に信頼性の高い鉄骨梁付きプレキャストコンクリー
ト耐震壁における水平接合方法を提供する点にある。Further, in the method of joining the stud bolt to the beam steel frame, it may be difficult to fill the concrete near the stud bolt and the shear force may not be sufficiently transmitted. The present invention has been proposed in view of the above problems of the prior art, and an object thereof is to provide a horizontal joining method in a precast concrete earthquake-resistant wall with a steel beam, which has improved workability and is structurally highly reliable. In point.
【０００５】[0005]
【課題を解決するための手段】前記の目的を達成するた
め、本発明に係る鉄骨梁付きプレキャストコンクリート
耐震壁における水平接合方法によれば、梁鉄骨の上部フ
ランジまたは下部フランジだけを他の部分と２分割し、
同上下各フランジに予めプレキャストコンクリート耐震
壁を接合しておき、現場での水平接合は接合金具を介し
て梁鉄骨のフランジ位置で行なうものである。To achieve the above object, according to the horizontal joining method for a precast concrete earthquake-resistant wall with a steel beam according to the present invention, only the upper flange or the lower flange of the beam steel frame is different from other portions. Divided into two,
Precast concrete earthquake-resistant walls are joined to the upper and lower flanges in advance, and horizontal joining at the site is performed at the flange position of the beam steel frame through joining fittings.
【０００６】[0006]
【作用】本発明によれば前記したように、梁鉄骨の上部
フランジまたは下部フランジだけを他の部分と２分割し
て、同上下フランジに予めプレキャストコンクリート耐
震壁を接合しておき、現場での水平接合は接合金具を介
してフランジ位置で行うようにしたので、上下層の壁鉄
筋からの応力が梁鉄骨を介して伝達できる。またこのよ
うに耐震壁の接合は鉄骨同士の接合となるため、接合後
の養生が不要となり、またコンクリート部分と鉄骨部分
とが工場で接合できるため、コンクリートの充填性がよ
くなり、施工が容易になる。According to the present invention, as described above, only the upper flange or the lower flange of the beam steel frame is divided into two parts, and the pre-cast concrete seismic wall is preliminarily joined to the upper and lower flanges, and Since the horizontal joining is performed at the flange position through the joining metal fitting, the stress from the upper and lower wall reinforcing bars can be transmitted through the beam steel frame. In addition, since the joints of earthquake-resistant walls are joined to each other by steel frames, there is no need for curing after joining.Because the concrete part and the steel frame part can be joined at the factory, the filling of concrete is improved and construction is easy. become.
【０００７】[0007]
【実施例】以下本発明を図示の実施例について説明す
る。図１及び図２は本発明の第１の実施例を示し、１は
鉄骨梁で、その上部フランジ１ａに上部ＰＣａ耐震壁２
が予め工場で接合されている。図中２ａは上部ＰＣａ耐
震壁２に埋設され、且つ上部フランジ１ａに溶接された
壁鉄筋、２ｂは同壁鉄筋２ａ間の壁鉄筋である。更に前
記鉄骨梁１のウェブ下端両側に、Ｌ型の接合金具３が溶
接等によって接合されている。The present invention will be described below with reference to the illustrated embodiments. 1 and 2 show a first embodiment of the present invention, in which 1 is a steel beam, and its upper flange 1a has an upper PCa seismic wall 2
Are pre-bonded at the factory. In the figure, 2a is a wall rebar embedded in the upper PCa earthquake-resistant wall 2 and welded to the upper flange 1a, and 2b is a wall rebar between the wall rebars 2a. Further, L-shaped joint fittings 3 are joined to both sides of the lower end of the web of the steel frame beam 1 by welding or the like.
【０００８】４は下部ＰＣａ耐震壁５の上端に定着され
た前記鉄骨梁１の下部フランジとなるべき部分で、同フ
ランジ４にはボルト６が植立されている。図中５ａは壁
鉄筋で前記下部フランジ４に溶接されている。５ｂは同
壁鉄筋５ａ間の壁鉄筋である。而して柱建方の完了後、
梁付きＰＣａ耐震壁の建方を行なう。即ち図３（イ）に
示す如く、上部ＰＣａ耐震壁２及び鉄骨梁１を下降し
て、前記下部ＰＣａ耐震壁５上の下部フランジ４に鉄骨
梁１下端の一双のＬ型の接合金具３を着座せしめ、ボル
ト６を貫通し（図３（ロ）参照）、同ボルト６の突出部
にナット７を螺着緊締する（図３（ハ）参照）。Reference numeral 4 denotes a portion to be a lower flange of the steel beam 1 fixed to the upper end of the lower PCa earthquake-resistant wall 5, and a bolt 6 is planted on the flange 4. Reference numeral 5a in the figure is a wall reinforcing bar and is welded to the lower flange 4. 5b is a wall reinforcing bar between the same wall reinforcing bars 5a. After the completion of pillar construction,
Construction of PCa earthquake-resistant wall with beams. That is, as shown in FIG. 3 (a), the upper PCa earthquake-resistant wall 2 and the steel frame beam 1 are lowered, and the lower flange 4 on the lower PCa earthquake-resistant wall 5 is fitted with a pair of L-shaped fittings 3 at the lower end of the steel frame beam 1. The seat 6 is seated, the bolt 6 is penetrated (see FIG. 3B), and the nut 7 is screwed and tightened on the protruding portion of the bolt 6 (see FIG. 3C).
【０００９】図４及び図５は本発明の第２の実施例を示
し、一双のＬ型の接合金具３、３のうち、一方の接合金
具３が前記鉄骨梁１の一側に、他方の接合金具３が前記
下部フランジ４の他側に取付けられ前記両金具３、３を
貫通するボルト８、ナット９によって上下のＰＣａ耐震
壁２、５を一体化するものである。図中、前記実施例と
均等部分には同一符号が付されている。FIG. 4 and FIG. 5 show a second embodiment of the present invention. One of the pair of L-shaped joining fittings 3, 3 has one joining fitting 3 on one side of the steel beam 1 and the other. The joining metal fitting 3 is attached to the other side of the lower flange 4, and the upper and lower PCa earthquake-resistant walls 2 and 5 are integrated by bolts 8 and nuts 9 penetrating the both metal fittings 3 and 3. In the figure, the same parts as those in the above embodiment are designated by the same reference numerals.
【００１０】[0010]
【発明の効果】前記したように本発明によれば、梁鉄骨
の上部フランジまたは下部フランジだけを他の部分と２
分割し、同各フランジに予めＰＣａ耐震壁を接合してお
き、現場での水平接合は接合金具を介して梁鉄骨のフラ
ンジ位置で行なうようにしたので、水平接合部の施工が
容易で工期を短縮でき、梁幅を増さなくてもよく、構造
上信頼性の高い鉄骨梁付きプレキャストコンクリート耐
震壁が構成されるものである。As described above, according to the present invention, only the upper flange or the lower flange of the beam steel frame is replaced with other portions.
Since the PCa seismic wall was divided and the PCa seismic wall was joined in advance to each flange, and the horizontal joining at the site was performed at the flange position of the beam steel frame through the joining metal fittings, the construction of the horizontal joining part is easy and the construction period is shortened. Precast concrete seismic wall with steel beams, which can be shortened and does not need to increase beam width, is structurally highly reliable.
【図１】本発明に係る鉄骨梁付きプレキャストコンクリ
ート耐震壁における水平接合方法の第１の実施例の実施
状況を示す縦断面図である。FIG. 1 is a longitudinal sectional view showing an implementation state of a first embodiment of a horizontal joining method for a precast concrete earthquake-resistant wall with a steel beam according to the present invention.
【図２】図１の立面図である。FIG. 2 is an elevational view of FIG.
【図３】（イ）（ロ）（ハ）は前記第１の実施例の工程
説明図である。3A, 3B, and 3C are process explanatory diagrams of the first embodiment.
【図４】本発明の第１の実施例の縦断面図である。FIG. 4 is a vertical cross-sectional view of the first embodiment of the present invention.
【図５】図４の立面図である。FIG. 5 is an elevational view of FIG.
【図６】（イ）（ロ）（ハ）は本発明の第２の実施例の
工程説明図である。6A, 6B, 6C, 6D, 6E, 6F, 6G, and 6H are process diagrams of the second embodiment of the present invention.
１ 鉄骨梁 １ａ 上部フランジ ２ 上部ＰＣａ耐震壁 ２ａ 壁鉄筋 ２ｂ 壁鉄筋 ３ 接合金具 ４ 鉄骨梁の下部フランジ ５ 下部ＰＣａ耐震壁 ５ａ 壁鉄筋 ５ｂ 壁鉄筋 ６ ボルト ７ ナット ８ ボルト ９ ナット 1 Steel Beam 1a Upper Flange 2 Upper PCa Seismic Wall 2a Wall Reinforcing Bar 2b Wall Reinforcing Bar 3 Bonding Metal 4 Lower Flange of Steel Beam 5 Lower PCa Seismic Wall 5a Wall Reinforcing Bar 5b Wall Reinforcing Bar 6 Bolt 7 Nut 8 Bolt 9 Nut
───────────────────────────────────────────────────── フロントページの続き (72)発明者 松戸 正士 東京都渋谷区千駄ヶ谷四丁目６番15号 株 式会社フジタ内 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Masashi Matsudo 4-6-15 Sendagaya, Shibuya-ku, Tokyo Fujita Co., Ltd.
Claims (1)
ジだけを他の部分と２分割し、同上下各フランジに予め
プレキャストコンクリート耐震壁を接合しておき、現場
での水平接合は接合金具を介して梁鉄骨のフランジ位置
で行なうことを特徴とする鉄骨梁付きプレキャストコン
クリート耐震壁における水平接合方法。1. An upper flange or a lower flange of a beam steel frame is divided into two parts with other parts, and a precast concrete earthquake-resistant wall is preliminarily joined to each of the upper and lower flanges, and horizontal joining at the site is carried out through joining fittings. Horizontal joining method for precast concrete earthquake-resistant wall with steel beam, which is performed at flange position of beam steel frame.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP33710792A JPH06185139A (en) | 1992-12-17 | 1992-12-17 | Horizontal joining method of precast concrete earthquake resisting wall with steel beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP33710792A JPH06185139A (en) | 1992-12-17 | 1992-12-17 | Horizontal joining method of precast concrete earthquake resisting wall with steel beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH06185139A true JPH06185139A (en) | 1994-07-05 |
Family
ID=18305504
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP33710792A Pending JPH06185139A (en) | 1992-12-17 | 1992-12-17 | Horizontal joining method of precast concrete earthquake resisting wall with steel beam |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH06185139A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397719A (en) * | 2013-08-06 | 2013-11-20 | 郑勤民 | Column-wall conjoined shear wall with hollow cavity |
| CN115726496A (en) * | 2022-11-15 | 2023-03-03 | 海南大学 | Anti-seismic superposed shear wall structure and construction method thereof |
-
1992
- 1992-12-17 JP JP33710792A patent/JPH06185139A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397719A (en) * | 2013-08-06 | 2013-11-20 | 郑勤民 | Column-wall conjoined shear wall with hollow cavity |
| CN103397719B (en) * | 2013-08-06 | 2015-09-09 | 郑勤民 | Post, wall disjunctor cavity shear wall |
| CN115726496A (en) * | 2022-11-15 | 2023-03-03 | 海南大学 | Anti-seismic superposed shear wall structure and construction method thereof |
| CN115726496B (en) * | 2022-11-15 | 2023-08-11 | 海南大学 | Anti-seismic superimposed shear wall structure and construction method thereof |
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