JPS59122674A - Control of rigidity of earthquake-proof wall - Google Patents
Control of rigidity of earthquake-proof wallInfo
- Publication number
- JPS59122674A JPS59122674A JP22714882A JP22714882A JPS59122674A JP S59122674 A JPS59122674 A JP S59122674A JP 22714882 A JP22714882 A JP 22714882A JP 22714882 A JP22714882 A JP 22714882A JP S59122674 A JPS59122674 A JP S59122674A
- Authority
- JP
- Japan
- Prior art keywords
- shear
- strength
- joint
- deformation
- concrete
- 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
(57)【要約】本公報は電子出願前の出願データであるた
め要約のデータは記録されません。(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.
Description
【発明の詳細な説明】
従来の現場打ち鉄筋コンクリート造耐震壁は強、度が高
いが変形能力に劣るという性質を有しており、変形設計
には適用ｌ−難い。また一般に採用されているコツター
接合部を有する壁式構造等においては、同接合部が強度
抵抗型となっていて、接合部に変形性能を期待するよう
な設計はなされていない。DETAILED DESCRIPTION OF THE INVENTION Conventional cast-in-place reinforced concrete shear walls have high strength and stiffness, but have poor deformability, making them difficult to apply to deformation designs. Furthermore, in commonly used wall-type structures having cotter joints, the joints are of a strength resistance type, and the joints are not designed to have deformation performance.
本発明はこのような実情に鑑みて提案されたもので、柱
、梁よりなる骨組の中にコツター接合部を介して耐震壁
を組込んでなる架構において、コツター接合部のコンク
リート強度及びさし筋骨を調節して、耐震壁の耐力、変
形性状を調節することを特徴とする耐震壁の剛性調節方
法に係り、その目的とする処は、耐震壁の剪断変形性能
を改善し、変形設計に対応しうるようにする点にある。The present invention has been proposed in view of the above circumstances, and is intended to improve the concrete strength of the cotter joints and the strength of the shear walls in the framework of columns and beams through the cotter joints. This method of adjusting the stiffness of a shear wall is characterized by adjusting the strength and deformation properties of the shear wall by adjusting the muscles, and its purpose is to improve the shear deformation performance of the shear wall and improve the deformation design The point is to be able to respond.
以下本発明を図示の実施例について説明する。The present invention will be described below with reference to the illustrated embodiments.
第１図及び第２図は柱（１）及び梁（２）より構成され
た骨組の中に、耐震壁（３）がコツクー接合部（４）を
介して組込まれた耐震壁を有する架構を示し、同架構が
地震力等によって水平剪断力Ｑを受けると、第４図に示
すような応力挙動を示す。図中ＷδＳは壁板の剪断変形
、ｃｊδＳはコツター接合部の剪断（ずれ）変形を示し
、
δｓ＝ｗδｓ＋’ｃｊδＳ
となる。Figures 1 and 2 show a frame having a shear wall, in which a shear wall (3) is built into a frame made up of columns (1) and beams (2) via a joint (4). When the same frame is subjected to a horizontal shearing force Q due to an earthquake force, etc., it exhibits stress behavior as shown in FIG. In the figure, WδS represents the shearing deformation of the wall plate, and cjδS represents the shearing (slip) deformation of the cotter joint, and δs=wδs+'cjδS.
第４Ａ図はコツタ接合部のコンクリート強度をｃｊＦｃ
、壁板コンクリートの強度をｗＦｃ としたとき、
ｃｊＦｃ）ｗＦｃの場合を、第４Ｂ図はｃｊＦｃ≦ｗＦ
ｃの場合を示すものである。Figure 4A shows the concrete strength of the Kotta joint as cjFc.
, when the strength of wall plate concrete is wFc, Fig. 4B shows the case of cjFc) wFc, where cjFc≦wF
This shows the case of c.
第４Ａ図の場合、耐震壁の耐力、変形性状、破壊モード
は従来の一体打耐震壁の剪断挙動に等しいものとなる。In the case of FIG. 4A, the shear strength, deformation properties, and failure mode of the shear wall are equivalent to the shear behavior of a conventional integrally cast shear wall.
第４Ｂ図の場合には耐震壁の強度がコツター接合部の剪
断強度により決るが、その際コツター接合部に大きな剪
断変形能力が期待できるため、耐震壁全体の変形性能が
向上する。In the case of FIG. 4B, the strength of the shear wall is determined by the shear strength of the cotter joint, and since the cotter joint can be expected to have a large shear deformation capacity, the deformation performance of the entire shear wall is improved.
次にコツター接合部における剪断変形能力とコンクリー
ト強度との関係について説明する。Next, we will explain the relationship between the shear deformation capacity and concrete strength at the cotter joint.
前記第１図及び第２図に示した耐震壁が剪断力を受ける
と、Ｘ軸とほぼ４５°の角度で斜め剪断ひび割れが発生
する。この斜め剪断ひび割れの発生に伴なって壁板自体
が面積膨張を生起する。而してこの壁板の面積膨張は周
辺の柱や梁に拘束されるため、壁板には拘束力によって
生しる圧縮力が発生し、この圧縮力はコツター接合部に
も誘発される。When the shear wall shown in FIGS. 1 and 2 is subjected to shear force, diagonal shear cracks occur at an angle of approximately 45° with respect to the X axis. As the diagonal shear cracks occur, the wallboard itself expands in area. Since the area expansion of this wall plate is restrained by the surrounding columns and beams, a compressive force is generated in the wall plate due to the restraining force, and this compressive force is also induced in the cotter joint.
而してコツター接合部は第５図に示すように、剪断面に
直角方向の圧縮力を受けろと、その強度、変形性状が向
上する性質を有している。As shown in FIG. 5, the cotter joint has the property that its strength and deformability improve when it receives compressive force in a direction perpendicular to the shear plane.
更に第６図に示すように、コンクリートはその圧縮強度
に応じて、その応カー歪関係が変化し、×印で示した安
定限界変形の位置が変化する。このＸ印の位置に相当す
る歪量が大きいコンクリート程、剪断変形能力が大きく
ンよるという性質があり、低強度のコンクリート程、剪
断変形能力が向上する。Further, as shown in FIG. 6, the stress-strain relationship of concrete changes depending on its compressive strength, and the position of the stability limit deformation indicated by the x mark changes. Concrete with a larger amount of strain corresponding to the position of the X mark has a property that its shear deformation capacity is greatly affected, and the lower the strength of concrete, the better its shear deformation capacity is.
更にまたコツター接合部に配筋されるさし筋（５）が回
部の強度、変形性状に影響を与え、さし筋骨が多い程、
コツター接合部の強度、変形量が共に増大する。Furthermore, the insert muscle (5) placed at the Kotter joint affects the strength and deformation properties of the gyri, and the more insert bones there are, the more
Both the strength and the amount of deformation of the Kotta joint increase.
以上の事柄より明らかなように、コツター接合部（４）
のコンクリート強度、及びさし筋骨な調節することによ
って耐震壁（３）め剪断変形性能を改善して、変形設計
に対応しうる耐震壁架構を構成しうるものである。As is clear from the above, Kotter joint (4)
By adjusting the concrete strength of the shear wall (3) and the shear deformation performance of the shear wall (3), it is possible to construct a shear wall frame that can accommodate deformation designs.
第７図及び第８図に示す実ＪｔＭ例においては、コツタ
ー接合部（４）のコンクリートが低強度コンクリートよ
り構成されるとともに、さし筋（５）の量が増大されて
いる。In the actual JtM example shown in FIGS. 7 and 8, the concrete of the joint (4) is made of low-strength concrete, and the amount of reinforcement (5) is increased.
また第９図に示す実施例においては、コツター接合部（
４）の一部に低強度コンクリートフロック（６）が使用
されている。In addition, in the embodiment shown in FIG. 9, the cotter joint (
Low-strength concrete flock (6) is used in part of 4).
なお第７図及び第８図に示ず実施例においては、耐震壁
（３）は梁付きＰＣ壁板より４１か成され、第９図に示
す実施例においては、耐震壁（３）は現場打鉄筋コンク
リート製壁板より構成されている。In the embodiment not shown in Figs. 7 and 8, the shear wall (3) is made of PC wall plates with beams, and in the embodiment shown in Fig. 9, the shear wall (3) is constructed on-site. It consists of wall panels made of cast reinforced concrete.
本発明は前記したように、柱梁よりなる骨組の中にコツ
ター接合部を介して耐震壁を組込んでなる架構において
、前記コツター接合部のコンクリートが低強度である程
、剪断変形能力が向上し、またコツター接合部に配筋さ
、！するさし筋骨が多い程、同接合部の強度、変形量と
もに増大するという事実に鑑み、コツター接合部のコン
クリート強度及びざし筋骨を調節することによって、耐
震壁の耐力、剪ＩＪ９ｒ変形性状を調節して、変形設計
に対応する耐震壁構造を構成しうるものである。As described above, the present invention provides a structure in which a shear wall is incorporated into a frame consisting of columns and beams through a joint joint, and the lower the strength of the concrete at the joint joint, the higher the shear deformation capacity. Also, reinforcement is placed at the Kotter joint! Considering the fact that the greater the number of ribs, the greater the strength and deformation of the joint, we adjusted the strength of the concrete and the number of ribs at the joint to adjust the bearing capacity and shear IJ9r deformation properties of the shear wall. By doing so, it is possible to construct a shear wall structure that accommodates deformed designs.
以上本発明を実施例について説明したが、本発明は勿論
このような実施例にだけ局限されるものではな（、本発
明の精神を逸脱しない範囲内で種種の設計の改変を施し
うるものである。Although the present invention has been described above with reference to embodiments, the present invention is, of course, not limited to such embodiments (and it is possible to make various modifications to the design without departing from the spirit of the present invention). be.
第１図は耐λ巻壁を有する架ね〜の正面図、第２図はそ
の横断平面図、第６図はその水平力に対する変形状態を
示す正面図、第４Ａ図及び第４Ｂ図は各種耐震壁の変形
Ｖ動を示す図表、第５図はコツクー接合部の荷重−変形
曲線、第６図はコツター接合部コンクリートの応力−歪
曲線、第７図及び第８図は夫々本発すコの方法の一笑施
しリによって施工された耐震壁架構の縦断面図並に横断
平面図、第９図は本発明の方法の他の実施例によって施
工された側ｙＬ壁架措の縦断面図である。
（１）・・・柱、（２）・・・梁、（３）・・・耐震壁
、（４）・・・コツター接合部、（５）・・・さし筋、
（Ｇ）・・・低強ｔｅｌコンクリートブロック。
代理人 弁工甲士 岡 本 爪 夕。
外２名Fig. 1 is a front view of the frame having a λ winding-resistant wall, Fig. 2 is a cross-sectional plan view thereof, Fig. 6 is a front view showing its deformation state due to horizontal force, and Figs. 4A and 4B are various Figure 5 shows the load-deformation curve of the Kotkuta joint, Figure 6 shows the stress-strain curve of the Kotkuta joint concrete, and Figures 7 and 8 show the deformation V-dynamics of the shear wall. FIG. 9 is a vertical cross-sectional view and a cross-sectional plan view of a shear wall structure constructed by a simple method, and FIG. 9 is a longitudinal cross-sectional view of a side YL wall structure constructed by another embodiment of the method of the present invention. . (1) Column, (2) Beam, (3) Shear wall, (4) Kotter joint, (5) Strain bar,
(G)...Low strength tel concrete block. Agent: Yu Tsume Okamoto, Benko Koushi. 2 people outside
Claims (1)
壁を組込んでなる架構において、コツター接合部のコン
クリート強度及びさし筋骨を調節して、耐震壁の耐力、
変形性状を調節することを特徴とする耐震壁の剛性調節
方法。In a structure in which a shear wall is built into a frame consisting of columns and beams through a joint, the strength of the concrete at the joint and the reinforcement ribs are adjusted to increase the strength of the shear wall.
A method for adjusting the rigidity of a shear wall, characterized by adjusting deformation properties.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP22714882A JPS59122674A (en) | 1982-12-27 | 1982-12-27 | Control of rigidity of earthquake-proof wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP22714882A JPS59122674A (en) | 1982-12-27 | 1982-12-27 | Control of rigidity of earthquake-proof wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPS59122674A true JPS59122674A (en) | 1984-07-16 |
Family
ID=16856240
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP22714882A Pending JPS59122674A (en) | 1982-12-27 | 1982-12-27 | Control of rigidity of earthquake-proof wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS59122674A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05311922A (en) * | 1992-05-15 | 1993-11-22 | De-P Kensetsu Kogyo Kk | Earthquake resisting wall |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5133092U (en) * | 1974-08-30 | 1976-03-11 | ||
| JPS51140320A (en) * | 1975-05-28 | 1976-12-03 | Kajima Corp | Earthquake resistant wall |
| JPS5247263A (en) * | 1975-10-08 | 1977-04-14 | Hitachi Ltd | Control apparatus for stopping moving articles at a predetermined posi tion |
| JPS5432532A (en) * | 1977-08-18 | 1979-03-09 | Ishikawajima Harima Heavy Ind | Method of calcining raw powder material using solid fuel |
-
1982
- 1982-12-27 JP JP22714882A patent/JPS59122674A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5133092U (en) * | 1974-08-30 | 1976-03-11 | ||
| JPS51140320A (en) * | 1975-05-28 | 1976-12-03 | Kajima Corp | Earthquake resistant wall |
| JPS5247263A (en) * | 1975-10-08 | 1977-04-14 | Hitachi Ltd | Control apparatus for stopping moving articles at a predetermined posi tion |
| JPS5432532A (en) * | 1977-08-18 | 1979-03-09 | Ishikawajima Harima Heavy Ind | Method of calcining raw powder material using solid fuel |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05311922A (en) * | 1992-05-15 | 1993-11-22 | De-P Kensetsu Kogyo Kk | Earthquake resisting wall |
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