JPH0893083A - Precast seismic wall and its joining method - Google Patents
Precast seismic wall and its joining methodInfo
- Publication number
- JPH0893083A JPH0893083A JP6252672A JP25267294A JPH0893083A JP H0893083 A JPH0893083 A JP H0893083A JP 6252672 A JP6252672 A JP 6252672A JP 25267294 A JP25267294 A JP 25267294A JP H0893083 A JPH0893083 A JP H0893083A
- Authority
- JP
- Japan
- Prior art keywords
- precast
- joint
- joining
- earthquake
- wall
- 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.)
- Withdrawn
Links
Landscapes
- Load-Bearing And Curtain Walls (AREA)
- Panels For Use In Building Construction (AREA)
- Manufacturing Of Tubular Articles Or Embedded Moulded Articles (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】この発明はプレキャスト耐震壁及
びその接合方法に関する。さらに詳細には、隣接して設
置されるプレキャスト耐震壁の壁横筋間で応力を伝達す
るための接合筋を有するプレキャスト耐震壁及びその接
合方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a precast earthquake resistant wall and a method for joining the same. More specifically, the present invention relates to a precast seismic wall having joints for transmitting stress between lateral wall reinforcements of adjacent precast seismic walls, and a joining method thereof.
【０００２】[0002]
【従来の技術】近年、熟練労働者の不足、工費の低減、
工期の短縮等の観点からプレキャストコンクリート部材
の開発が盛んに行われ、実際に建築物の施工に使用され
ている。このプレキャストコンクリート部材の１つとし
て、鉄筋コンクリート造（ＲＣ造）建物におけるプレキ
ャスト耐震壁（ＰＣａ耐震壁）が知られている。2. Description of the Related Art In recent years, shortage of skilled workers, reduction of construction cost,
Precast concrete members have been actively developed from the viewpoint of shortening the construction period and are actually used for building construction. As one of the precast concrete members, a precast earthquake resistant wall (PCa earthquake resistant wall) in a reinforced concrete (RC) building is known.
【０００３】このＰＣａ耐震壁は、梁のスパンに対応し
た長さの１枚もので構成すると重量が非常に大きくな
り、運搬、施工に支障をきたしやすいので、通常は複数
に分割されたユニットとして製造されている。このた
め、ユニット化されたＰＣａ耐震壁どうし又はＰＣａ耐
震壁と柱とを接合するに際し、その鉛直接合部において
応力を伝達するために壁横筋を接合する必要がある。If this PCa earthquake-resistant wall is made up of one piece having a length corresponding to the span of the beam, the weight becomes very large, and it easily causes troubles in transportation and construction. Therefore, it is usually used as a unit divided into a plurality of units. Being manufactured. Therefore, when joining the united PCa earthquake-resistant walls or the PCa earthquake-resistant wall and the column, it is necessary to join the lateral wall of the wall in order to transmit the stress in the vertical joint portion.
【０００４】従来、鉛直接合部での壁横筋の接合には、
一般的に、ＰＣａ耐震壁の接合側面（小口）から壁横筋
を突出させ、重ね継手としたり、横筋を溶接したりする
手法が採られている。この壁横筋はＰＣａ耐震壁におい
ては、通常ダブルで配筋されている。[0004] Conventionally, for joining the lateral wall of the wall at the vertical joint,
Generally, a method is employed in which the lateral wall of the wall is projected from the joint side surface (edge) of the PCa earthquake-resistant wall to form a lap joint or the lateral bar is welded. In the PCa earthquake-resistant wall, the horizontal wall reinforcement is normally doubled.
【０００５】このため、壁横筋の接合に重ね継手を採用
すると、鉛直接合部の幅が厚くなり、後打ちコンクリー
トの打設量が多くなる。一方、溶接を採用すると、作業
工数が増え、また天候に左右されやすいという欠点があ
った。Therefore, if a lap joint is used to join the horizontal wall reinforcements, the width of the vertical joint portion becomes thicker, and the amount of post-cast concrete to be placed increases. On the other hand, the use of welding has the drawback of increasing the number of man-hours and being easily influenced by the weather.
【０００６】[0006]
【発明が解決しようとする課題】この発明は上記のよう
な技術的背景に基づいてなされたものであって、次の目
的を達成するものである。The present invention has been made based on the above technical background, and achieves the following objects.
【０００７】この発明の目的は、鉛直接合部の幅が厚く
ならず、コンクリートの打設量が少なくて済むプレキャ
スト耐震壁及びその接合方法を提供することにある。An object of the present invention is to provide a precast seismic wall and a method for joining the precast seismic wall in which the width of the vertical joint portion does not become thick and the amount of concrete to be placed is small.
【０００８】この発明の他の目的は、作業工数が少な
く、作業の効率の向上、工期の短縮化を図ることができ
るプレキャスト耐震壁及びその接合方法を提供すること
にある。Another object of the present invention is to provide a precast seismic wall and a method for joining the precast seismic wall, which can reduce the number of working steps, improve the working efficiency, and shorten the working period.
【０００９】[0009]
【課題を解決するための手段】この発明は上記課題を達
成するために、次のような手段を採る。The present invention adopts the following means in order to achieve the above object.
【００１０】すなわちこの発明は、パネル本体（２）の
接合側面（５）から、多数の接合筋（６）が前記パネル
本体の高さ方向に間隔を置いて突出して設けられ、前記
接合筋の先端に係合部（７）が形成されてなるプレキャ
スト耐震壁にある。That is, according to the present invention, a large number of joint lines (6) are provided so as to protrude from the joint side surface (5) of the panel body (2) at intervals in the height direction of the panel body. It is on a precast seismic wall with an engaging part (7) formed at the tip.
【００１１】またこの発明は、前記パネル本体の内部に
縦筋（４ａ，４ｂ）及び横筋（３ａ，３ｂ）がともにダ
ブルで配筋されているプレキャスト耐震壁にある。Further, the present invention is the precast seismic resistant wall in which the vertical bars (4a, 4b) and the horizontal bars (3a, 3b) are both arranged in double inside the panel body.
【００１２】さらにこの発明は、前記接合筋の各々が同
一高さ位置にある各組の前記横筋間のほぼ中央に配筋さ
れているプレキャスト耐震壁にある。Further, the present invention resides in a precast seismic wall in which each of the connecting muscles is arranged substantially in the center between the transverse bars of each set at the same height position.
【００１３】さらにこの発明は、前記接合筋の断面積が
同一高さ位置にある一組の横筋の断面積の和以上である
プレキャスト耐震壁にある。Further, the present invention is the precast earthquake-resistant wall, wherein the cross-sectional area of the connecting bar is equal to or more than the sum of the cross-sectional areas of a pair of horizontal bars located at the same height position.
【００１４】さらにこの発明は、前記係合部が前記接合
筋を屈曲させてなるフックであるプレキャスト耐震壁に
ある。Further, the present invention is the precast earthquake-resistant wall, wherein the engaging portion is a hook formed by bending the joint muscle.
【００１５】さらにこの発明は、前記フックが前記パネ
ル本体の高さ方向に沿って形成されているプレキャスト
耐震壁にある。Further, the present invention is the precast seismic wall in which the hook is formed along the height direction of the panel body.
【００１６】さらにこの発明は、パネル本体の接合側面
から多数の接合筋が、前記パネル本体の高さ方向に間隔
を置いて突出して設けられ、前記接合筋の先端に係合部
が形成されてなるプレキャスト耐震壁（１）どうし又は
このプレキャスト耐震壁と柱（９）との接合方法であっ
て、前記柱には前記接合筋とほぼ同一形状の多数の接合
筋（１０）をその接合面から、前記プレキャスト耐震壁
の接合筋と同一間隔を置いて突出させて設けておき、互
いに隣接して配置される２枚の前記プレキャスト耐震壁
間又は前記プレキャスト耐震壁と前記柱との間に接合空
間（１４）が形成され、かつこの接合空間において前記
各接合筋の前記各係合部が互いに対向するように前記プ
レキャスト耐震壁を設置し、前記対向する前記各接合筋
の前記係合部に連結筋を係合させ、この連結筋を介して
前記接合筋を連結することを特徴とするプレキャスト耐
震壁の接合方法にある。Further, according to the present invention, a large number of joint ribs are provided from the joint side surface of the panel body so as to project at intervals in the height direction of the panel body, and an engaging portion is formed at the tip of the joint rib. A method of joining precast earthquake-resistant walls (1) to each other or this precast earthquake-resistant wall and a pillar (9), wherein a large number of joining bars (10) having almost the same shape as the joining bar are connected to the pillar from the joining surface. A joint space between the two precast earthquake-resistant walls or the precast earthquake-resistant wall and the pillar, which are provided so as to project at the same interval as the joint reinforcement of the precast earthquake-resistant wall and are arranged adjacent to each other. (14) is formed, and the precast seismic wall is installed such that the engaging portions of the connecting muscles face each other in the joining space, and the precast seismic wall is connected to the engaging portions of the facing connecting muscles. Intramuscularly engaged, in the bonding method of precast shear walls, characterized by coupling the junction muscle via the connecting muscles.
【００１７】さらにこの発明は、前記係合部が前記接合
筋を屈曲させてなるフックであり、前記連結筋がほぼＵ
字形のものであるプレキャスト耐震壁の接合方法にあ
る。Further, according to the present invention, the engaging portion is a hook formed by bending the joint muscle, and the connecting muscle is substantially U.
It is in the method of joining precast earthquake-resistant walls that are in the shape of a letter.
【００１８】[0018]
【作用】隣接する２枚のプレキャスト耐震壁間又はプレ
キャスト耐震壁と柱との間の接合空間において接合筋の
各係合部を対向させる。そして、各係合部に連結筋を係
合させ、この連結筋を介して接合筋を連結する。耐震壁
において地震力は主として水平力（せん断力）として作
用し、この水平力による応力は接合部では、連結筋を介
して接合筋間で伝達され、さらにコンクリートの付着力
を介して横筋に伝達される。Function: The engaging portions of the joint bars are opposed to each other in the adjoining space between two precast seismic walls or between the precast seismic wall and the column. Then, the connecting muscles are engaged with the respective engaging portions, and the connecting muscles are connected via the connecting muscles. The seismic force mainly acts as horizontal force (shear force) on the earthquake-resistant wall, and the stress due to this horizontal force is transmitted between the joints at the joints through the connecting reinforcements, and is further transmitted to the transverse reinforcements through the adhesive force of concrete. To be done.
【００１９】[0019]
【実施例】この発明の実施例を図面を参照しながら以下
に説明する。Embodiments of the present invention will be described below with reference to the drawings.
【００２０】図１はこの発明のプレキャスト耐震壁（以
下、ＰＣａ耐震壁という）を示す斜視図、図２は接合筋
を示す正面図、図３は接合側面を拡大して示す斜視図で
ある。FIG. 1 is a perspective view showing a precast seismic wall (hereinafter referred to as PCa seismic wall) of the present invention, FIG. 2 is a front view showing a joint streak, and FIG. 3 is an enlarged perspective view showing a joint side surface.
【００２１】ＰＣａ耐震壁１のパネル本体２は、工場等
で型枠を組立て、コンクリートを打設、養生、脱型して
成形される。パネル本体２の内部にはそれぞれ多数本の
横筋３ａ，３ｂ及び縦筋４ａ，４ｂが所定のピッチで配
筋されている。この実施例では横筋及び縦筋ともにダブ
ルで配筋されている。なお、図１においては図面の複雑
化を避けるために横筋３ａ，３ｂのみが示されている。The panel body 2 of the PCa earthquake-resistant wall 1 is formed by assembling a mold in a factory or the like, pouring concrete, curing and demolding. Inside the panel body 2, a large number of horizontal streaks 3a and 3b and vertical streaks 4a and 4b are arranged at a predetermined pitch. In this embodiment, both horizontal and vertical lines are arranged in double. In FIG. 1, only the horizontal stripes 3a and 3b are shown in order to avoid complication of the drawing.
【００２２】接合側面（小口）５はＰＣａ耐震壁１を建
て込んだ際に、鉛直方向に沿うパネル本体２の２つの側
面である。多数の接合筋６が、これらの接合側面５から
突出して設けられている。接合筋６はパネル本体２の高
さ方向に所定の間隔を置いて設けられている。The joint side surfaces (smallness) 5 are two side surfaces of the panel body 2 along the vertical direction when the PCa earthquake-resistant wall 1 is built. A large number of joint lines 6 are provided so as to project from these joint side faces 5. The joint lines 6 are provided at predetermined intervals in the height direction of the panel body 2.
【００２３】さらに具体的には、接合筋６のピッチは横
筋のピッチに等しく、また接合筋６は同一高さ位置にあ
る一組の横筋３ａ，３ｂ間のほぼ中央に設けられてい
る。すなわち、接合筋６はシングル配筋であり、このよ
うにシングル配筋とすることにより脱型が容易に行え
る。More specifically, the pitch of the connecting bar 6 is equal to the pitch of the horizontal bar, and the connecting bar 6 is provided substantially at the center between the pair of horizontal bars 3a and 3b at the same height position. That is, the joint muscle 6 is a single bar arrangement, and the single bar arrangement as described above facilitates demolding.
【００２４】接合筋６は横筋３ａ，３ｂ及び縦筋４ａ，
４ｂの配筋時に配筋され、パネル本体２への定着長は、
接合筋６の径をＤとすると４０Ｄ程度である。接合筋６
の断面積は、同一高さ位置にある一組の横筋３ａ，３ｂ
の断面積の和以上の値が採られている。すなわち、接合
筋６の径Ｄは、横筋３ａ，３ｂの径をｄとすると、Ｄ≧
２1/2・ｄである。The connecting muscles 6 are horizontal muscles 3a, 3b and vertical muscles 4a,
When the reinforcement of 4b is arranged, the fixing length to the panel body 2 is
When the diameter of the joint muscle 6 is D, it is about 40D. Junction muscle 6
The cross-sectional area of is a set of horizontal stripes 3a, 3b at the same height.
A value equal to or greater than the sum of the cross-sectional areas of is taken. That is, the diameter D of the joint muscle 6 is D ≧, where d is the diameter of the horizontal muscles 3a and 3b.
2 1/2 · d.
【００２５】各接合筋６の先端には係合部を構成するフ
ック７が形成されている。フック７は接合筋６の端部を
ほぼ１８０度屈曲させることにより形成され、この加工
は工場等で接合筋６の配筋前に行われる。接合筋６はフ
ック７がパネル本体の高さ方向に沿うように、すなわち
耐震壁１を建て込んだ際に鉛直面と平行になるように配
筋される。フック７には後述するＰＣａ耐震壁１の接合
時に、連結筋を構成するほぼＵ字形のかんざし筋８が係
合される。A hook 7 forming an engaging portion is formed at the tip of each joint muscle 6. The hook 7 is formed by bending the end portion of the joint muscle 6 by approximately 180 degrees, and this processing is performed before the reinforcement of the joint muscle 6 in a factory or the like. The joints 6 are arranged so that the hooks 7 are along the height direction of the panel body, that is, parallel to the vertical plane when the seismic wall 1 is built. When the PCa earthquake-resistant wall 1 to be described later is joined to the hook 7, a substantially U-shaped knitting muscle 8 that constitutes a connecting muscle is engaged.
【００２６】横筋３ａ，３ｂ、縦筋４ａ，４ｂ、接合筋
６及びかんざし筋８は、いずれも周知の丸鋼、異形丸鋼
等の鉄筋が用いられるが、所定の引張強度を有するもの
であれば他の材料からなる要素を用いてもよい。The horizontal bars 3a, 3b, the vertical bars 4a, 4b, the joint bars 6, and the knitting bars 8 are all made of well-known round bar, deformed round bar, or the like, as long as they have a predetermined tensile strength. However, elements made of other materials may be used.
【００２７】接合方法 上記ＰＣａ耐震壁１の接合方法について、図４及び図５
を併せて参照しながら説明する。図４はＰＣａ耐震壁１
の接合状態を示す正面図、図５は図４のＡ−Ａ線断面図
である。 Joining Method The joining method of the PCa earthquake-resistant wall 1 will be described with reference to FIGS. 4 and 5.
Will also be described with reference to. Figure 4 shows PCa earthquake-resistant wall 1.
FIG. 5 is a front view showing a joined state of FIG. 5, and FIG. 5 is a sectional view taken along the line AA of FIG.
【００２８】柱９，９にはＰＣａ耐震壁１に設けたと同
一形状の接合筋１０が同一ピッチで予め設けられてい
る。図４に示す施工例は、柱９，９間に２枚のＰＣａ耐
震壁１を設置する例である。The columns 9 and 9 are preliminarily provided with joints 10 having the same shape as that of the PCa earthquake-resistant wall 1 at the same pitch. The construction example shown in FIG. 4 is an example in which two PCa earthquake-resistant walls 1 are installed between columns 9 and 9.
【００２９】まず、床スラブ１１上に敷モルタル１２を
敷設し、床スラブ１１と梁１３との間にＰＣａ耐震壁１
を建て込む。その際、隣接するＰＣａ耐震壁１間及びＰ
Ｃａ耐震壁１と柱９との間には所定長さの接合空間１４
を形成し、この接合空間１４において接合筋６，６（又
は接合筋６，１０）の各フック７を対向させる。First, a floor mortar 12 is laid on the floor slab 11, and the PCa seismic wall 1 is provided between the floor slab 11 and the beam 13.
Build in. At that time, between the adjacent PCa earthquake-resistant walls 1 and P
A joint space 14 of a predetermined length is provided between the Ca earthquake resistant wall 1 and the pillar 9.
And the hooks 7 of the joint muscles 6 and 6 (or the joint muscles 6 and 10) face each other in the joint space 14.
【００３０】そして、各フック７にかんざし筋８を差し
込んで係合させ、このかんざし筋８を介して接合筋６，
６（又は接合筋６，１０）を連結する。また接合空間１
４には図６に示すような溶接メッシュ１５を、接合筋６
がこれと間隔を置いて挟まれるように、２枚配置する。
溶接メッシュ１５は地震時に耐震壁のひび割れを防止す
るためのものであり、縦筋及び横筋を予め工場等で溶接
して作られ、従来周知である。The hook muscles 8 are inserted into the hooks 7 and engaged with each other, and the joint muscles 6 and 6 are inserted through the hook muscles 8.
6 (or the connecting muscles 6 and 10) are connected. Also the joint space 1
4 is welded mesh 15 as shown in FIG.
Place two sheets so that they are sandwiched with this.
The welded mesh 15 is for preventing cracks on the earthquake-resistant wall at the time of an earthquake, and is made by welding the vertical and horizontal bars in advance in a factory or the like, and is well known in the art.
【００３１】次いで、図示しない型枠を組み立て、接合
空間１４にコンクリートを打設し、その硬化後に脱型し
て施工を完了する。接合部１６がその状態である。Next, a mold (not shown) is assembled, concrete is poured into the joint space 14, and after hardening, the mold is removed to complete the construction. The joint portion 16 is in that state.
【００３２】上記のようにして構築された耐震壁におい
て、地震力は主として水平力（せん断力）として作用す
る。この水平力による応力は接合部では、かんざし筋８
を介して接合筋６，６（又は接合筋６，１０）間で伝達
される。さらに、接合筋６の応力はコンクリートの付着
力を介して横筋３ａ，３ｂに伝達される。その際、接合
筋６の断面積は横筋３ａ，３ｂの断面積の和以上である
ので、接合筋６がシングル配筋であっても応力は十分に
伝達される。In the earthquake-resistant wall constructed as described above, the seismic force mainly acts as a horizontal force (shear force). The stress due to this horizontal force causes the knot muscle 8 at the joint.
Is transmitted between the joint muscles 6 and 6 (or the joint muscles 6 and 10). Further, the stress of the joint bar 6 is transmitted to the horizontal bars 3a and 3b via the adhesive force of concrete. At this time, since the cross-sectional area of the connecting muscle 6 is equal to or larger than the sum of the cross-sectional areas of the horizontal reinforcing muscles 3a and 3b, the stress is sufficiently transmitted even if the connecting muscle 6 is a single bar arrangement.
【００３３】上記のようなＰＣａ耐震壁によれば、接合
筋６がシングル配筋であるので鉛直接合部の幅が厚くな
ることはない。また接合筋６どうしの接合は、Ｕ字形の
かんざし筋８をフック７に係合させるだけでよく、接合
作業を極めて簡単に行うことができる。According to the PCa seismic resistant wall as described above, since the connecting bar 6 is a single reinforcing bar, the width of the vertical joint does not become thick. Further, the joining of the joining muscles 6 can be achieved by simply engaging the U-shaped knitting muscles 8 with the hooks 7, and the joining work can be performed very easily.
【００３４】図７はこの発明の別の実施例を示す側面図
である。この実施例は接合筋２６の配筋位置が前記実施
例と異なっている。すなわち、接合筋２６は隣接する二
組の横筋３ａ，３ｂ（計４本）からほぼ等寸法位置に設
けられている。そして、二組の横筋３ａ，３ｂに応力を
伝達するために、接合筋２６の断面積はこれら４本の横
筋の断面積の和以上となっている。すなわち、接合筋２
６の径Ｄは、Ｄ≧２ｄである。FIG. 7 is a side view showing another embodiment of the present invention. In this embodiment, the arranging position of the connecting muscles 26 is different from that in the previous embodiment. That is, the connecting muscles 26 are provided at substantially equal size positions from the two adjacent horizontal muscles 3a and 3b (four in total). Then, in order to transmit the stress to the two sets of horizontal ribs 3a and 3b, the cross-sectional area of the connecting rib 26 is equal to or more than the sum of the cross-sectional areas of these four horizontal ribs. That is, zygote muscle 2
The diameter D of 6 is D ≧ 2d.
【００３５】以上この発明を説明してきたが、この発明
はその本質を逸脱しない限り、例えば以下に記載するよ
うな種々の変更が可能である。Although the present invention has been described above, the present invention can be variously modified as described below without departing from the essence of the invention.
【００３６】（１）前記実施例ではパネル本体の横筋及
び縦筋をともにダブル配筋としたが、横筋及び縦筋をと
もにシングル配筋としたパネル本体に、前記実施例と同
様の接合筋を設けてもよい。(1) In the above-mentioned embodiment, the horizontal and vertical streaks of the panel body are both double reinforcements, but the same joints as in the above-mentioned embodiment are provided on the panel main body with both horizontal and vertical reinforcements of single reinforcement. It may be provided.
【００３７】（２）接合筋はパネル本体の両側の同一高
さ位置にあるものについて、一本の鉄筋で構成してもよ
い。(2) The joint reinforcements may be made of a single reinforcement if they are located at the same height on both sides of the panel body.
【００３８】（３）フックはパネル本体の高さ方向に垂
直に、すなわちＰＣａ耐震壁を建て込んだ際に水平向き
となるように設けてもよい。しかし、前記実施例のよう
にパネル本体の高さ方向に平行に設けるほうが、耐震壁
に生じるせん断力に対して効果が大である。(3) The hooks may be provided so as to be vertical to the height direction of the panel body, that is, to be horizontal when the PCa seismic wall is installed. However, it is more effective for the shearing force generated in the seismic wall to be provided in parallel with the height direction of the panel body as in the above embodiment.
【００３９】[0039]
【発明の効果】以上のようにこの発明によれば、鉛直接
合部における後打ちコンクリートの打設量を少なくする
ことができる。また、施工効率の向上、工期の短縮化を
図ることができる。As described above, according to the present invention, it is possible to reduce the amount of post-cast concrete that is placed in the vertical joint portion. Further, it is possible to improve the construction efficiency and shorten the construction period.
【図１】図１はこの発明のプレキャスト耐震壁を示す斜
視図である。FIG. 1 is a perspective view showing a precast earthquake-resistant wall of the present invention.
【図２】図２は接合筋を示す正面図である。FIG. 2 is a front view showing a joint muscle.
【図３】図３は接合側面を拡大して示す斜視図である。FIG. 3 is an enlarged perspective view showing a joint side surface.
【図４】図４はプレキャスト耐震壁の接合状態を示す正
面図である。FIG. 4 is a front view showing a joined state of precast earthquake-resistant walls.
【図５】図５は図４のＡ−Ａ線断面図である。5 is a cross-sectional view taken along the line AA of FIG.
【図６】図６は溶接メッシュを示す斜視図である。FIG. 6 is a perspective view showing a welding mesh.
【図７】図７は別の実施例を示す側面図である。FIG. 7 is a side view showing another embodiment.
１…プレキャスト耐震壁 ２…パネル本体 ３ａ，３ｂ…横筋 ４ａ，４ｂ…縦筋 ５…接合側面 ６…接合筋 ７…フック ８…かんざし筋 ９…柱 １０…接合筋 １４…接合空間 1 ... Precast earthquake-resistant wall 2 ... Panel body 3a, 3b ... Horizontal line 4a, 4b ... Vertical line 5 ... Joining side face 6 ... Joining line 7 ... Hook 8 ... Kashizashi 9 ... Pillar 10 ... Joining line 14 ... Joining space
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.6 識別記号 庁内整理番号 ＦＩ 技術表示箇所 Ｅ０４Ｂ 2/56 ６０２ Ｌ 6951−2Ｅ ６０４ Ｃ 6951−2Ｅ ６１１ Ｄ 6951−2Ｅ ６２１ Ａ 6951−2Ｅ Ｒ 6951−2Ｅ Ｓ 6951−2Ｅ ６４２ Ｚ 6951−2Ｅ ６４３ Ａ 6951−2Ｅ Ｂ２８Ｂ 23/22 Ｅ０４Ｂ 2/00 ─────────────────────────────────────────────────── ─── Continuation of the front page (51) Int.Cl. 6 Identification code Internal reference number FI Technical display location E04B 2/56 602 L 6951-2E 604 C 6951-2E 611 D 6951-2E 621 A 6951-2ER 6951-2E S 6951-2E 642 Z 6951-2E 643 A 6951-2E B28B 23/22 E04B 2/00
Claims (8)
多数の接合筋（６）が前記パネル本体の高さ方向に間隔
を置いて突出して設けられ、 前記接合筋の先端に係合部（７）が形成されてなるプレ
キャスト耐震壁。1. From the joint side surface (5) of the panel body (2),
A precast earthquake-resistant wall comprising a large number of joint reinforcements (6) provided at intervals in the height direction of the panel body, and engaging portions (7) formed at the ends of the joint reinforcements.
ｂ）及び横筋（３ａ，３ｂ）がともにダブルで配筋され
ていることを特徴とする請求項１記載のプレキャスト耐
震壁。2. Vertical stripes (4a, 4a) inside the panel body.
The precast earthquake-resistant wall according to claim 1, characterized in that both b) and the lateral streaks (3a, 3b) are arranged in double.
組の前記横筋間のほぼ中央に配筋されていることを特徴
とする請求項２記載のプレキャスト耐震壁。3. The precast seismic wall according to claim 2, wherein each of the joint reinforcements is arranged substantially in the center between the transverse reinforcements of each set located at the same height position.
一組の横筋の断面積の和以上であることを特徴とする請
求項３記載のプレキャスト耐震壁。4. The precast seismic wall according to claim 3, wherein the cross-sectional area of the joint reinforcement is equal to or more than the sum of the cross-sectional areas of a pair of transverse reinforcements located at the same height position.
フックであることを特徴とする請求項１、２、３又は４
記載のプレキャスト耐震壁。5. The hook according to claim 1, wherein the engaging portion is a hook formed by bending the joint muscle.
Precast earthquake resistant wall as described.
沿って形成されていることを特徴とする請求項５記載の
プレキャスト耐震壁。6. The precast seismic wall according to claim 5, wherein the hook is formed along a height direction of the panel body.
が、前記パネル本体の高さ方向に間隔を置いて突出して
設けられ、前記接合筋の先端に係合部が形成されてなる
プレキャスト耐震壁（１）どうし又はこのプレキャスト
耐震壁と柱（９）との接合方法であって、 前記柱には前記接合筋とほぼ同一形状の多数の接合筋
（１０）をその接合面から、前記プレキャスト耐震壁の
接合筋と同一間隔を置いて突出させて設けておき、 互いに隣接して配置される２枚の前記プレキャスト耐震
壁間又は前記プレキャスト耐震壁と前記柱との間に接合
空間（１４）が形成され、かつこの接合空間において前
記各接合筋の前記各係合部が互いに対向するように前記
プレキャスト耐震壁を設置し、 前記対向する前記各接合筋の前記係合部に連結筋（８）
を係合させ、この連結筋を介して前記接合筋を連結する
ことを特徴とするプレキャスト耐震壁の接合方法。7. A precast seismic resistant structure comprising a large number of joint reinforcements protruding from the joint side surface of the panel body at intervals in the height direction of the panel body, and engaging portions formed at the tips of the joint reinforcements. A method of joining walls (1) or a precast earthquake-resistant wall to a column (9), wherein the column is provided with a large number of joining lines (10) having substantially the same shape as the joining line from the joining surface. Joint space (14) between the two precast earthquake-resistant walls or the precast earthquake-resistant wall and the column, which are provided so as to project at the same intervals as the joining lines of the earthquake-resistant wall and are arranged adjacent to each other. Is formed, and the precast seismic wall is installed such that the engaging portions of the connecting muscles face each other in the joining space, and connecting bars (8) are provided at the engaging portions of the facing connecting muscles. )
And connecting the connecting bar through the connecting bar.
フックであり、 前記連結筋がほぼＵ字形のものであることを特徴とする
請求項７記載のプレキャスト耐震壁の接合方法。8. The method for joining precast earthquake-resistant walls according to claim 7, wherein the engaging portion is a hook formed by bending the joining muscle, and the connecting muscle is substantially U-shaped.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6252672A JPH0893083A (en) | 1994-09-22 | 1994-09-22 | Precast seismic wall and its joining method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6252672A JPH0893083A (en) | 1994-09-22 | 1994-09-22 | Precast seismic wall and its joining method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH0893083A true JPH0893083A (en) | 1996-04-09 |
Family
ID=17240635
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6252672A Withdrawn JPH0893083A (en) | 1994-09-22 | 1994-09-22 | Precast seismic wall and its joining method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0893083A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105952024A (en) * | 2016-06-08 | 2016-09-21 | 黄昆 | Prefabricated type wall connecting structure and prefabricated type house building adopting connecting structure |
| CN106320585A (en) * | 2015-07-02 | 2017-01-11 | 叶丽莉 | Novel fully-fabricated floor slab |
| WO2019022673A1 (en) * | 2017-07-27 | 2019-01-31 | Excel Precast Pte Ltd | A method of connecting pre-fabricated pre-finished volumetric construction (ppvc) modules for construction of a building |
| CN109339287A (en) * | 2018-10-10 | 2019-02-15 | 河北水利电力学院 | Wall connecting component is embedded in a kind of assembling type steel structure system |
| JP2020060019A (en) * | 2018-10-09 | 2020-04-16 | 清水建設株式会社 | Construction method of building |
| JP2021120504A (en) * | 2020-01-30 | 2021-08-19 | 鹿島建設株式会社 | Method for constructing oil retaining wall and oil retaining wall structure |
-
1994
- 1994-09-22 JP JP6252672A patent/JPH0893083A/en not_active Withdrawn
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106320585A (en) * | 2015-07-02 | 2017-01-11 | 叶丽莉 | Novel fully-fabricated floor slab |
| CN105952024A (en) * | 2016-06-08 | 2016-09-21 | 黄昆 | Prefabricated type wall connecting structure and prefabricated type house building adopting connecting structure |
| WO2019022673A1 (en) * | 2017-07-27 | 2019-01-31 | Excel Precast Pte Ltd | A method of connecting pre-fabricated pre-finished volumetric construction (ppvc) modules for construction of a building |
| JP2020060019A (en) * | 2018-10-09 | 2020-04-16 | 清水建設株式会社 | Construction method of building |
| CN109339287A (en) * | 2018-10-10 | 2019-02-15 | 河北水利电力学院 | Wall connecting component is embedded in a kind of assembling type steel structure system |
| JP2021120504A (en) * | 2020-01-30 | 2021-08-19 | 鹿島建設株式会社 | Method for constructing oil retaining wall and oil retaining wall structure |
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Legal Events
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| A300 | Withdrawal of application because of no request for examination |
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