JPH0361827B2 - - Google Patents
Info
- Publication number
- JPH0361827B2 JPH0361827B2 JP60016447A JP1644785A JPH0361827B2 JP H0361827 B2 JPH0361827 B2 JP H0361827B2 JP 60016447 A JP60016447 A JP 60016447A JP 1644785 A JP1644785 A JP 1644785A JP H0361827 B2 JPH0361827 B2 JP H0361827B2
- Authority
- JP
- Japan
- Prior art keywords
- shear
- wall
- frame
- column
- wall plate
- 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.)
- Expired - Lifetime
Links
Landscapes
- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は、場所打ち鉄筋コンクリート造壁板と
プレキヤスト鉄筋コンクリート造フレームとの組
合せよりなる偏心耐震壁構造に係るものである。DETAILED DESCRIPTION OF THE INVENTION (Industrial Application Field) The present invention relates to an eccentric shear wall structure comprising a combination of cast-in-place reinforced concrete wall plates and a precast reinforced concrete frame.
（従来の技術）
従来の場所打ち鉄筋コンクリート造偏心耐震壁
は、主として建物外周部に配置されるとともに、
壁板部とそれに取付く梁、柱より成る周辺フレー
ムとは、同一のコンクリートにより一体として形
成される。(Prior art) Conventional cast-in-place reinforced concrete eccentric shear walls are mainly placed on the outer periphery of buildings, and
The wall plate part and the surrounding frame consisting of the beams and columns attached to it are integrally formed from the same concrete.
このようにして形成される耐震壁は、偏心のな
い即ち柱芯と壁芯が一致する）場所打ち鉄筋コン
クリート造耐震壁と同様に、水平剛性と水平せん
断耐力は大きいが、水平変形能力に乏しい構造の
耐震要素である。 The shear walls formed in this way have high horizontal rigidity and horizontal shear capacity, similar to cast-in-place reinforced concrete shear walls (without eccentricity, that is, the column center and wall center coincide), but have a structure with poor horizontal deformation capacity. It is an earthquake-resistant element.
（発明が解決しようとする問題点）
従来の耐震壁が有する耐震設計上の利点は、
() 大なる水平剛性と（）大なる水平せん断
耐力とを有することである。耐震要素の役割と
しては、
() 中小地震時には、大なる水平剛性と大なる
水平せん断耐力を発揮して、建物変形と損傷を
小ならしめる。(Problems to be Solved by the Invention) The advantages of conventional earthquake-resistant walls in terms of seismic design are () large horizontal rigidity and () large horizontal shear strength. The roles of seismic elements are: () In the event of small to medium earthquakes, they exhibit large horizontal rigidity and large horizontal shear capacity to minimize building deformation and damage.
() 大地震時には、適度の水平せん断耐力を保
持し大なる水平変形能力を発揮して、地震エネ
ルギーを消費することである。() In the event of a major earthquake, it maintains a moderate level of horizontal shear resistance and exhibits large horizontal deformation capacity, thereby consuming earthquake energy.
しかしながら前記従来の耐震壁の水平変形性能
は乏しく、その結果、全体の耐震壁構造のせん断
変形能力も乏しいものとなる。 However, the horizontal deformation performance of the conventional shear wall is poor, and as a result, the shear deformation capacity of the entire shear wall structure is also poor.
本発明は前記従来技術の有する問題点に鑑みて
提案されたものであつて、その目的とする処は、
() 中小地震時には、従来の耐震壁が有する大
なる水平剛性と水平せん断耐力を保持させる。 The present invention has been proposed in view of the problems of the prior art, and its objectives are: () To maintain the high horizontal rigidity and horizontal shear strength of conventional shear walls during small to medium earthquakes; let
() 大地震時には、適度の水平せん断耐力を保
持しつつ、従来の耐震壁が有する乏しい水平変
形能力を大ならしめる。() In the event of a major earthquake, while maintaining an appropriate level of horizontal shear resistance, it amplifies the poor horizontal deformation capacity of conventional shear walls.
ことのできる偏心耐震壁構造を提供する点にあ
る。The purpose of this invention is to provide an eccentric shear wall structure that can
（課題を解決するための手段）
前記の目的を達成するため、本発明に係る偏心
耐震壁構造は、PC柱とPC梁とで構成され、PC
柱、梁に夫々埋設された太〓筋が面外方向に突設
されてなるプレキヤスト鉄筋コンクリートフレー
ムと、
同フレームと別個に構成され、下端面より接続
鉄筋が突設されてなる鉄筋コンクリート壁板とよ
りなり、
同壁板の外周縁内側面が、前記フレームの外側
面に衝合されるとともに、前記PC柱梁に、同柱
梁に埋設された前記太〓筋及び前記壁板下端面よ
り突設された接続鉄筋を介して、同壁板と前記フ
レーム及び床とが夫々接合されている。(Means for Solving the Problems) In order to achieve the above object, an eccentric shear wall structure according to the present invention is composed of PC columns and PC beams,
A precast reinforced concrete frame consisting of thick bars embedded in columns and beams, respectively, protruding outward from the plane, and a reinforced concrete wall plate constructed separately from the same frame, with connecting reinforcing bars protruding from the lower end surface. The inner surface of the outer periphery of the wall plate is abutted against the outer surface of the frame, and the PC column and beam are provided with protrusions from the lower end surface of the thick reinforcement and the wall plate embedded in the column and beam. The wall plate, the frame, and the floor are connected to each other through connecting reinforcing bars.
（作用）
本発明では、壁と周辺フレームが別種のコンク
リートにより形成されているため、両者の接合面
は一体になつていない。そこで、
(a) フレームと壁板とを、フレームを構成する柱
梁に埋設され、一部が面外方向に突出する太〓
筋により一体化する。(Function) In the present invention, since the wall and the peripheral frame are formed of different types of concrete, the joint surfaces of the two are not integrated. Therefore, (a) the frame and the wall plate are embedded in the columns and beams that make up the frame, and a part of the wall plate is installed in a
Unified by sinews.
(b) 前記壁板の下端面より突設された接続鉄筋を
介して同壁板と前記床とを接合して一体化す
る。かくして中小地震時に大きい水平剛性と水
平せん断耐力が発揮される。(b) The wall plate and the floor are joined and integrated via connecting reinforcing bars protruding from the lower end surface of the wall plate. In this way, large horizontal rigidity and horizontal shear capacity are exhibited during small to medium earthquakes.
また本発明では、大地震時に下記の崩壊メカニ
ズムを形成させる。 Further, in the present invention, the following collapse mechanism is formed during a large earthquake.
(a) 壁板頭部と周辺フレームの梁とが一体化し、
(b) 壁板と周辺フレームの柱との接合部がずれ変
形し、
(c) かつ壁板脚部と床面との接合部がずれ変形
し、
(d) 周辺フレームが、柱頭、柱脚に塑性ヒンジを
発生させる。(a) The head of the wall plate and the beam of the peripheral frame are integrated, (b) the joint between the wall plate and the column of the peripheral frame is displaced and deformed, and (c) the foot of the wall plate and the floor surface are joined. (d) The peripheral frame generates plastic hinges in the column capital and column base.
従つて
(a) 壁と梁との接合部には、最大水平せん断耐力
時にもずれ変形を生じさせない量の太〓筋を配
する。 Therefore, (a) thick reinforcement bars should be placed at the joints between walls and beams in an amount that will not cause shear deformation even at the maximum horizontal shear strength.
(b) 壁と柱との接合部には、中小地震時の水平せ
ん断入力時の接合部せん断力を確保するだけの
太〓筋を配する。(b) At the joints between walls and columns, thick reinforcement bars will be placed to ensure the shear force at the joints during horizontal shear input during small to medium earthquakes.
(c) 必要水平せん断耐力から周辺フレームの柱
頭、柱脚に塑性ヒンジが生じた時の水平せん断
耐力をさし引いた水平せん断耐力を、壁−床接
合部のせん断耐力とする。(c) The shear strength of the wall-floor joint is determined by subtracting the horizontal shear strength when plastic hinges occur in the column heads and bases of the peripheral frame from the required horizontal shear strength.
以上によつて大地震時に適度の水平せん断耐力
を保持しつつ大きい水平変形能力を発揮する。 As a result of the above, a large horizontal deformation capacity is exhibited while maintaining an appropriate level of horizontal shear resistance during a large earthquake.
（発明の効果）
本発明は前記のように構成されているので、主
として外壁に用いる偏心耐震壁のせん断抵抗機構
を２段階に設定することが出来る。即ち、
() 中小地震時には、従来の場所打ち偏心耐震
壁と同程度の剛性、耐力を発揮して、地震力に
抵抗する。(Effects of the Invention) Since the present invention is configured as described above, the shear resistance mechanism of the eccentric shear wall mainly used for the outer wall can be set in two stages. In other words, () In the event of a small to medium earthquake, it exhibits the same level of rigidity and strength as conventional cast-in-place eccentric shear walls, and resists seismic forces.
中小地震以上で大地震時以下の地震力に対し
ては、壁板に斜めひびわれを生じるまでは、従
来の場所打ち偏心耐震壁と同程度の剛性・耐力
を発揮するように、柱と壁との接合部の太〓筋
量を定め、それ以降では柱と壁との接合部にず
れ変形を生じさせる。その時には壁脚部と床と
の接合部にもずれ変形を生じさせる。 Columns and walls are constructed in such a way that they exhibit the same rigidity and strength as conventional cast-in-place eccentric shear walls until diagonal cracks occur in the wall panels against seismic forces greater than a medium-sized earthquake but less than a large earthquake. The thickness of the joint between the column and the wall is determined, and after that, shear deformation is caused at the joint between the column and the wall. At that time, displacement deformation occurs at the joint between the wall leg and the floor.
() 大地震時には、壁板と柱、床との接合部に
ずれ変形を生じさせ、壁板への入力せん断力
は、従来の偏心耐震壁の壁板の最大せん断応力
度より低減させる。即ち、壁板への入力せん断
力は壁板脚部の壁−床接合部の接続鉄筋の太〓
耐力に等しいため、その太〓耐力を上記の値以
下に設定する。() In the event of a major earthquake, shear deformation occurs at the joints between the wall plates, columns, and floors, and the shear force input to the wall plates is lower than the maximum shear stress of the wall plates of conventional eccentric shear walls. In other words, the shear force input to the wall plate is the thickness of the connecting reinforcing bar at the wall-floor joint at the foot of the wall plate.
Since it is equal to the proof stress, set the proof stress below the above value.
柱・壁および床−壁の太〓せん断抵抗機構は
変形能力に富むものであり、偏心耐震壁に要求
される変形能力を満足させることが出来る。 The pillar-wall and floor-wall thick shear resistance mechanisms are highly deformable and can satisfy the deformation ability required of eccentric shear walls.
以上より、可撓偏心耐震壁の最大せん断耐力
QWは下式で与えられる。 From the above, the maximum shear capacity of the flexible eccentric shear wall
Q W is given by the following formula.
QW＝Qf＋QD ここで、 Qf：周辺フレーム（二柱）のせん断耐力 QD：壁−床接合部の太〓せん断耐力 （実施例） 以下本発明を図示の実施例について説明する。 Q W = Q f + Q Dwhere , Q f : Shear strength of peripheral frame (two columns) Q D : Thick shear strength of wall-floor joint (Example) The present invention will be described below with reference to the illustrated example. .
１，２は夫々プレキヤストラーメンフレームを
構成するPC柱、及びPC梁、３は後打ちコンクリ
ート偏心耐震壁版である。 1 and 2 are the PC columns and PC beams that constitute the pre-cast rigid frame, respectively, and 3 is the post-cast concrete eccentric shear wall plate.
前記耐震壁版３の外周縁内側面はPC柱１及び
PC梁２の外側面に衝合され、同柱梁に配筋され
且つ同柱梁外側面よ大り面外方向に一部突出する
太〓筋４，５を介して同PC柱梁に一体に接合さ
れ、壁版脚部に配筋されたさし筋６よりなる接続
筋を介して下部床版７に一体に接合されている。 The inner surface of the outer peripheral edge of the seismic wall plate 3 is connected to the PC column 1 and
It abuts the outer surface of the PC beam 2 and is integrated into the same PC beam through thick reinforcement bars 4 and 5, which are reinforced in the same column and beam and partially protrude outward from the outer surface of the column and beam. and is integrally connected to the lower floor slab 7 via connecting reinforcements made up of reinforcement reinforcements 6 placed on the wall slab legs.
第４図は前記耐震壁構造の耐力機構を示すもの
で、第４Ａ図はラーメンフレームの抵抗機構を、
第４Ｂ図は壁版の抵抗機構を示し、第４Ａ図に示
す如く、前記ラーメンの剪断耐力FＱ＝QfO＋QCD
となる。 Figure 4 shows the load-bearing mechanism of the shear wall structure, and Figure 4A shows the resistance mechanism of the rigid frame.
Figure 4B shows the resistance mechanism of the wall plate, and as shown in Figure 4A, the shear strength of the rigid frame F Q = Qf O +Q CD
becomes.
QfO：フレームのみの耐力
QCD：周辺柱の太〓筋の太〓剪断力
また第４Ｂ図に示すように、前記耐震壁版の剪
断耐力WＱ＝QW1＋QCDとなる。Qf O : Resistance strength of the frame only Q CD : Thick shear force of the thick reinforcement of the surrounding columns Also, as shown in Figure 4B, the shear strength of the shear wall slab W Q = Q W1 + Q CD .
QW1：壁版の負担剪断力
QCD：（前出）
なお壁版の剪断変形量σWはその剪断破壊時の
変形量以下に制限する。Q W1 : Shearing force borne by the wall slab Q CD : (previously mentioned) The amount of shear deformation σ W of the wall slab is limited to the amount of deformation at the time of shear failure.
かくして耐震壁の剪断抵抗機構を、周辺ラーメ
ンフレームと壁版との太〓剪断抵抗機構、壁版脚
部のさし筋の太〓剪断抵抗機構及び周辺ラーメン
フレームの曲げ崩壊機構よりなる抵抗機構とする
ことによつて、全体として剪断性能が向上した耐
震壁構造が構成される。 In this way, the shear resistance mechanism of the shear wall can be defined as a resistance mechanism consisting of a thick shear resistance mechanism between the peripheral rigid frame frame and the wall slab, a thick shear resistance mechanism of the thick reinforcement of the wall slab leg, and a bending collapse mechanism of the peripheral rigid frame. By doing so, a shear wall structure with improved shear performance as a whole is constructed.
第５図は従来の耐震壁構造の本耐震壁構造との
復元力特性の比較を示すもので、本耐震壁構造の
場合、耐力は低減するが、変形性能に富んだ構造
となる。 Figure 5 shows a comparison of the restoring force characteristics of the conventional shear wall structure and the present shear wall structure.In the case of the present shear wall structure, the strength is reduced, but the structure has excellent deformation performance.
なお前記プレキヤストラーメンフレームの代り
に在来の鉄筋コンクリートフレームとし、前記後
打ちコンクリート耐震壁の代りにプレキヤストコ
ンクリート耐震壁としてもよい。 Note that a conventional reinforced concrete frame may be used instead of the pre-cast rigid frame, and a pre-cast concrete shear wall may be used instead of the post-cast concrete shear wall.
第１図は本発明に係る耐震壁構造の一実施例を
示す縦断正面図、第２図はその横断平面図、第３
図はその縦断側面図、第４Ａ図及び第４Ｂ図は
夫々ラーメンフレーム及び耐震壁版の抵抗機構を
示す説明図、第５図は本発明に係る耐震壁構造及
び従来の耐震壁構造の復元特性を示す荷重一変形
曲線である。
１……PC柱、２……PC梁、３……後打ちコン
クリート偏心耐震壁版、４，５……太〓筋、６…
…さし筋。
Fig. 1 is a longitudinal sectional front view showing one embodiment of the shear wall structure according to the present invention, Fig. 2 is a cross-sectional plan view thereof, and Fig. 3
The figure is a vertical side view, Figures 4A and 4B are explanatory diagrams showing the resistance mechanisms of the rigid frame frame and the shear wall slab, respectively, and Figure 5 is the restoration characteristics of the shear wall structure according to the present invention and the conventional shear wall structure. It is a load-deformation curve showing . 1...PC column, 2...PC beam, 3...post-cast concrete eccentric shear wall plate, 4, 5...thick bar, 6...
…Sashimi.
Claims (1)
夫々埋設された太〓筋が面外方向に突設されてな
るプレキヤスト鉄筋コンクリートフレームと、 同フレームと別個に構成され、下端面より接続
鉄筋が突設されてなる鉄筋コンクリート壁板とよ
りなり、 同壁板の外周縁内側面が、前記フレームの外側
面に衝合されるとともに、前記PC柱梁に、同柱
梁に埋設された前記太〓筋及び前記壁板下端面よ
り突設された接続鉄筋を介して、同壁板と前記フ
レーム及び床とが夫々接合されてなることを特徴
とする偏心耐震壁構造。[Scope of Claims] 1. A precast reinforced concrete frame composed of a PC column and a PC beam, in which thick bars are embedded in the PC column and the beam, respectively, and protrude in an out-of-plane direction; The inner surface of the outer peripheral edge of the wall plate is abutted against the outer surface of the frame, and the PC column and beam are connected to the same column. An eccentric earthquake-resistant wall structure characterized in that the wall plate, the frame, and the floor are connected to each other through the thick reinforcement bars embedded in the beam and the connecting reinforcing bars protruding from the lower end surface of the wall plate. .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1644785A JPS61176775A (en) | 1985-02-01 | 1985-02-01 | Eccentric shear wall structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1644785A JPS61176775A (en) | 1985-02-01 | 1985-02-01 | Eccentric shear wall structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS61176775A JPS61176775A (en) | 1986-08-08 |
| JPH0361827B2 true JPH0361827B2 (en) | 1991-09-24 |
Family
ID=11916493
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1644785A Granted JPS61176775A (en) | 1985-02-01 | 1985-02-01 | Eccentric shear wall structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS61176775A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000129932A (en) * | 1998-10-28 | 2000-05-09 | Maeda Corp | Earthquake resistant reinforcement method |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS59192149A (en) * | 1983-04-12 | 1984-10-31 | フジタ工業株式会社 | Pc plate structure having h-steel material mounted therein |
-
1985
- 1985-02-01 JP JP1644785A patent/JPS61176775A/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000129932A (en) * | 1998-10-28 | 2000-05-09 | Maeda Corp | Earthquake resistant reinforcement method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS61176775A (en) | 1986-08-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US6240695B1 (en) | Frame wall reinforcement | |
| JP3667123B2 (en) | Seismic reinforcement structure for wooden houses | |
| JP7838896B2 (en) | Buckling-restrained brace | |
| JPH1096329A (en) | Seismic reinforcement of existing buildings | |
| JPS641627B2 (en) | ||
| JP3170535B2 (en) | Damping structure | |
| JP3388093B2 (en) | Wall plate joint structure | |
| JP2009155870A (en) | Reinforced structure | |
| JP2002317498A (en) | Frame structure of high-rise building | |
| JP2686372B2 (en) | Unit house | |
| JP3043938B2 (en) | Joint structure between reinforced concrete columns and steel beams | |
| JPS641628B2 (en) | ||
| JP3020215U (en) | Wooden building | |
| JPH0544496B2 (en) | ||
| JP2521524Y2 (en) | Floor structure in wooden structures | |
| JPH0728251Y2 (en) | Joint structure of laminated timber beams in wooden structure | |
| JP2527975B2 (en) | Building structure | |
| JP2025139806A (en) | Design method for buckling-restrained braces | |
| Matthewson et al. | Design of an earthquake resisting building using precast concrete cross-braced panels and incorporating energy absorbing devices | |
| JP3349685B2 (en) | Building hardware | |
| JPH08158695A (en) | Seismic tube structure and frame structure of high-rise office building | |
| JPH0921200A (en) | Bracing for wooden building and method of assembling bracing | |
| JP3428571B2 (en) | Seismic reinforced wall | |
| JP2662619B2 (en) | Mid-to-high-rise building with earthquake-resistant walls formed at the projecting part | |
| JPS647193B2 (en) |