JPS58164866A - Continuous layer earthquake-proof wall by h-pc construction method - Google Patents

Continuous layer earthquake-proof wall by h-pc construction method

Info

Publication number
JPS58164866A
JPS58164866A JP4850282A JP4850282A JPS58164866A JP S58164866 A JPS58164866 A JP S58164866A JP 4850282 A JP4850282 A JP 4850282A JP 4850282 A JP4850282 A JP 4850282A JP S58164866 A JPS58164866 A JP S58164866A
Authority
JP
Japan
Prior art keywords
wall plate
steel
wall
concrete wall
precast 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.)
Granted
Application number
JP4850282A
Other languages
Japanese (ja)
Other versions
JPS6134549B2 (en
Inventor
福嶋 孝之
康夫 中嶋
利憲 村上
南 宏一
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Haseko Corp
Original Assignee
Hasegawa Komuten Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Hasegawa Komuten Co Ltd filed Critical Hasegawa Komuten Co Ltd
Priority to JP4850282A priority Critical patent/JPS58164866A/en
Publication of JPS58164866A publication Critical patent/JPS58164866A/en
Publication of JPS6134549B2 publication Critical patent/JPS6134549B2/ja
Granted legal-status Critical Current

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】 不発明は、a−pc工法による建物にひいて、所定の間
隔を隔てて建込んだ柱鉄骨間に、筋違がつ、各階ごとに
2枚ずつ面−伏に並べて配置し、これらのPCC壁間同
士ならびに、PC壁壁板柱鉄骨とを一体に結合して構築
される連層耐震壁に関する、 一般に、tI−PC!工法に2ける連層耐震壁には、鉄
骨帯板を内蔵するPC壁壁板用いられている。
[Detailed Description of the Invention] The invention is based on the A-PC construction method, in which there are braces between the pillar steel frames built at predetermined intervals, two on each floor, face-to-face. In general, tI-PC! relates to a multi-layer shear wall constructed by arranging these PCC walls and integrally connecting the PCC walls and the PC wall plates and column steel frames. The multi-layer shear wall in construction method 2 uses PC wall panels with built-in steel strips.

そして、構造耐力上では、コンクリートに内蔵すれた鉄
骨帯板のみを考(する筋違架構と考え、コンクリートは
鉄骨帯板の嘔屈を防止する部材として考見られている。
In terms of structural strength, only steel strips embedded in concrete are considered as braced frames, and concrete is considered as a member that prevents the steel strips from buckling.

また、構造針薫上では、鉄骨帯板のみが剪断力に抵抗す
る剪断破噴許稈応力度設計を行なっている。
In addition, on the structural needles, a shear burst stress stress design is carried out in which only the steel strips resist shear forces.

しかしながら、構造物の終局耐力を想定する場合、各層
に?ける剪断設計に加えて、架構全体の破億モードを考
慮した設計を行なうことが望ましい。即ち、高層、超高
層の建物では、低層階での剪断破壊が生じないように、
剪断耐力を高め、曲げ破J1元行盟の設計とすることが
望ましい。また、1 当然のことながら、施1性、特にPCC壁間同士PC版
と柱鉄骨の連結作業がどのようにしだら簡易化されるか
という点や、連結箇所への後打5コンクリートの回り、
特に、柱梁仕口部VC?ける後打ちコンクリートの回り
をいかにして良好にするかということも重視嘔れなけれ
ばならない。
However, when assuming the ultimate strength of a structure, what about each layer? In addition to shear design, it is desirable to consider the failure mode of the entire structure. In other words, in high-rise and super-high-rise buildings, to prevent shear failure from occurring on lower floors,
It is desirable to increase the shear strength and design the bending fracture J1 element. In addition, 1. Of course, there are also concerns regarding ease of construction, especially how the connection work between the PCC walls and the column steel frame can be simplified, and the surroundings of post-cast concrete at the connection points.
In particular, the VC of the column and beam joints? Emphasis must also be placed on how to improve the surroundings of post-cast concrete.

このような観点から、従来の連層耐震壁に内蔵された鉄
骨帯板筋違の全本架構を考慮すると、次のとpす、諸々
の点で問題が多い。
From this point of view, if we consider the entire structure of steel band and plate braces built into conventional multi-story shear walls, there are many problems in the following points.

即ち、従来の連層耐a壁では、第11図に示すようなM
字型り筋違形態(各々のPC壁壁板には、V字状の筋違
8・・・と梁鉄骨9とが内蔵されている、)や、第2図
に示すようなV字型と逆V字型を併用し九筋造形態(各
々のPC壁壁板には、X字状をなす筋違3・・・と梁鉄
骨9とが内蔵されている。)や、第8図に示すようなM
字型とM字型をそれらが交互に1階νきに位置するよう
に併用した筋違形態(2種類のPC壁壁板つま抄、v字
状の筋違8・・・叉び梁鉄骨9が内蔵されたPCC原版
2a、逆V字状の哨18′・・・及び梁秩v#9が内蔵
されたPC壁壁板bとが使1用嘔れる。)が採用されて
いた。
That is, in the conventional multilayer a-resistant wall, M as shown in FIG.
(Each PC wall plate has V-shaped braces 8... and beam steel frames 9 built-in), and V-shaped braces as shown in Figure 2. A nine-bracing structure is created by combining the and inverted V-shape (each PC wall board has built-in X-shaped braces 3... and a beam steel frame 9), and Figure 8. M as shown in
A type of brace that uses both a letter-shaped brace and an M-shaped brace so that they are alternately located on the first floor ν (two types of PC wall wall board Tsuma-sho, V-shaped brace 8... cross-beam steel frame) The PCC original plate 2a with a built-in number 9, an inverted V-shaped sentry plate 18', and a PC wall plate b with a built-in liang chichi v#9 were adopted.

第1図に示す筋違形態では、全てのPC壁壁板1が同一
構造であり、施工性が良いが、上丁の階の筋違に連続性
がないため(即ち、上下の階の筋違が直線状に連続しな
いため)、剪断力の伝達に関して非合理的でめる。また
、巣2図や第8図に示す筋違形態に2いては、上下の階
の筋1に連続性がある点で合理的で・はめるが、PCC
壁間同士連結作業−p P Ok14版と住、鉄骨lの
連結作業が困難であり、施工性に問題があった。即ち、
第2図の場合、上下及び左右に隣接する4枚のPC憶版
2の連結箇所Vcνいて、4個の部材(つまり、左右の
PC壁壁板、2に2ける筋違8・・・と梁鉄骨9の連結
端部同士、ならびに、その上階のPC壁壁板、2に2け
る左右の筋違8・・・の下端部)を、突き合わせ溶接、
ボルト締め等の手段によって正確に同芯状に連結しなけ
ればならず、PC壁壁板と柱鉄骨lとの連結箇所にひい
ても、上階のPC壁壁板の筋違下端部、上階のPC壁壁
板に2ける梁鉄骨9と筋I龜8との連結端部、柱鉄骨1
の8部材を連結することになり、これら各部材の位置合
わぜが困難で、施工性が悪い。iた、第8図の場合、2
檜類のPCC原版2a2bを1階分ずつ交互に槓みKn
て行くため、軟材−1!哩が面倒であるばかりでなく、
経済性に欠け、しかもM字型の筋違8・・・を有する階
のPCC原版2aその上階(即ち、V字型の筋違8・・
・を有する階)のPC壁壁板bとの連結箇所に2いては
、第2図の場合と同じく4部材を位置合わぜして連結す
ることになり、柱鉄骨lに対する連ml所に2いてもt
1wI&きに8部材が連結されることになり、施工性が
かなり悪い。
In the brace configuration shown in Fig. 1, all PC wall panels 1 have the same structure and are easy to construct, but since there is no continuity in the braces on the upper and lower floors (i.e., (because the difference is not continuous in a straight line), there is an irrational assumption regarding the transmission of shear force. In addition, the strut form 2 shown in Figure 2 and Figure 8 is reasonable in that there is continuity between the striations 1 on the upper and lower floors, but PCC
Connection work between walls - P P It was difficult to connect the Ok14 version and the steel frame l, and there were problems with workability. That is,
In the case of Fig. 2, there are connection points Vcν of four PC memory plates 2 adjacent to each other vertically and horizontally, and four members (that is, left and right PC wall plates, braces 8 in 2, etc.) Butt welding the connecting ends of the beam steel frames 9, as well as the lower ends of the left and right braces 8 in 2, the PC wall panels on the upper floor,
They must be connected accurately and concentrically by means such as bolt tightening, and even at the connection point between the PC wall plate and the column steel frame l, the lower end of the brace of the PC wall plate on the upper floor, the upper Connecting end of beam steel frame 9 and reinforcement I bolt 8 on PC wall plate of floor 2, column steel frame 1
Eight members are connected, and it is difficult to align these members, resulting in poor workability. In the case of Figure 8, 2
Alternately pound the PCC original plate 2a2b of cypress wood one floor at a time.
Softwood-1 to go! Not only is it troublesome, but
PCC original plate 2a on the floor that lacks economy and has M-shaped braces 8... (i.e., V-shaped braces 8...
2 at the connection point with the PC wall wall plate b of the floor with Even if it is
Eight members are connected at one time, and the workability is quite poor.

さらに、第1,2.8図の筋違形態では、いずれも、P
(3壁版と柱鉄骨lとの連結が、最も鉄筋の輻奏する箇
所でもめる柱梁仕口部で行なわれるため、作業しに<<
、且つ、柱鉄骨1に設けら五たガセットプレートやスチ
フナー、PCC壁側のジヨイントプレート等のために、
柱梁仕口部が一層複雑になって後打ちコンクリートの回
りが悪くなるといった欠点があった。
Furthermore, in both the strut forms shown in Figures 1 and 2.8, P
(Since the connection between the 3rd wall slab and the column steel frame l is done at the column and beam joint where the reinforcing bars radiate the most, it is difficult to work.
, and for the five gusset plates and stiffeners provided on the column steel frame 1, joint plates on the PCC wall side, etc.
The problem was that the joints between the columns and beams became more complicated, making it difficult for the post-cast concrete to cover.

本発明は、上下左右のPC壁壁板連結した際、それらの
筋違が連続性をもつ架構では剪断力の伝達が合理的に行
なわれること、及び、架構全体を基礎を固定端とする片
持梁と見做してトラスモデルにより解析すると、最上階
を除いて、梁鉄骨には応力が作用ぞず、従って、剪断波
(1に対して有効に機拒する梁鉄骨を省略しても、剪断
破横よりも曲げ破C夷を先行させた構造設計が可能でめ
ることlcf目し、梁鉄骨を省:略すると共に、筋違の
配置形態に工夫をとらすことにより、従来の連層耐ii
l壁に2ける一ヒ述した。渚欠点を解消したものでろる
The present invention is based on the following: When the upper, lower, left, and right PC walls are connected, shearing force can be transmitted rationally in a frame in which the braces are continuous, and the entire frame can be assembled into one piece with the foundation as the fixed end. When analyzed using a truss model assuming that the beam is a supported beam, no stress acts on the beam steel except for the top floor. With the aim of making it possible to design a structure in which bending failure precedes shear failure, we omitted the beam steel and devised the arrangement of the braces, thereby improving the conventional structure. Continuous layer resistance ii
I wrote a couple of notes on the wall. It's something that eliminates Nagisa's flaws.

そして、本発明は、上iピの目的を達成するために、夢
形状VC連結−qnfc商違が、その連結端部を壁板の
L丁両縁にひける中央と左右両縁【eける中央に位置さ
せた状轢に咳設され、1つ、壁板の上一部分に梁鉄骨が
埋設されていないPC壁壁板、所定間隔倉隔てて建込ん
だ柱鉄骨の間に、’41数階にわたって、且つ、各階ご
とに2枚ずつ而−状に並べて配置し、これらのPC壁壁
板2ける夢形状筋鼻の上下方向及び左右方向に隣接する
連結端部、r(・ 同士、ならびに、前記柱鉄骨ど士れに@接する連結端部
とを、夫々連結し、最上階に2いては、最上階のPC壁
壁板Cl![設した菱形状筋違と連結された水平力伝、
達材全前記柱鉄骨間に架設したので6る。
In order to achieve the above object, the present invention provides a dream-shaped VC connection-QNFC connection between the center where the connection ends are drawn to both L-edges of the wall board, and the center where the connection ends are drawn to both the left and right edges. One of the PC wall panels was installed on a road where the steel beams were not embedded in the upper part of the wall panels, and between the steel columns built at predetermined intervals, there were several floors of '41. Two PC wall panels are arranged in a row on each floor, and the connecting ends, r(, Connect the connecting ends in contact with each of the pillar steel frames, respectively, and on the top floor, connect the top floor PC wall plate Cl!
All of the materials were erected between the steel frames of the pillars.

上d己の構成によれば、上下及び左右方向に隣接するP
CC壁間同士連結、ならびに、柱鉄骨とPC壁壁板連結
の全てが2部材の連結となり、それ、女、位置合わせが
容易でPCC壁間同士連清作業が容易となり、しかも、
柱鉄骨に対するPC壁壁板連結が、柱梁の仕口部から離
れた位置、つまり、階高の上下中間位置で行なわれるか
ら、前述したようVC2部材を連結するだけでよいこと
と相まって、柱鉄骨に対するPC壁壁板連結も極めて容
易であり、延いては仕口部にひける現場打ちコンクリー
トの回りも良くなる。
According to the above configuration, P adjacent in the vertical and horizontal directions
The connection between CC walls and the connection between the column steel frame and PC wall plate are all two-member connections, which makes alignment easy and makes it easy to connect PCC walls.
Since the connection of the PC wall plate to the column steel frame is performed at a position away from the joint part of the column and beam, that is, at a midway point between the upper and lower floor heights, coupled with the fact that it is only necessary to connect the VC2 members as described above, the column It is extremely easy to connect the PC wall plate to the steel frame, and it also makes it easier to cover the cast-in-place concrete at the joint.

また、PC壁壁板しては、全部が同一構造のものでよく
、九とえ、最上階にひけるPC壁壁板梁鉄骨を埋設する
場合でろっても、異種のPC壁壁板、各遂I−耐震壁勢
た92枚だけで済み、2種類のPC壁壁板又互5′□積
層して行く場合に比べて、資材管理が容易で、陶工性、
経済性に優れている。
In addition, PC wall panels may all have the same structure; for example, even if the PC wall panels and beam steel beams on the top floor are buried, different types of PC wall panels may be used. Final I - Only 92 pieces of shear wall panels are required, and compared to laminating two types of PC wall panels 5'□ each other, material management is easier, and pottability is improved.
Excellent economy.

これらの結果として、曲げ破噛先行型の連層耐震壁を、
6易かつ経済的に実現し得るのである、μ丁、本発明の
実施例を図面に基いて説明する。
As a result of these, we have developed a multi-layered shear wall with a bending and fracture-first type.
Embodiments of the present invention, which can be easily and economically realized, will be described with reference to the drawings.

第4図は本発明に係る■−PC工法による建物に2ける
連層耐震壁Aを示し、所定間隔を置いて建込んだ柱鉄骨
1% lの間に、各階に?いて2枚のPC曖版2.2を
而−状に並べて配置し、それらPOj41版2に埋設し
た筋違8の隣接する端部どうし、及び、前記柱鉄骨lと
それに隣る筋違8の端部を夫々連結し、そして最終的に
、前記柱鉄骨1、lの上端側にわたって連結した一連の
鉄骨等より表ろ水平力伝達材4とそれに隣るPC壁壁板
の筋違8を連結し、PC!壁版壁量2同柱、スラブにコ
ンクリートを現場打ちして曲げ破壊先行型の連層耐震壁
ムtー構成してろる。
Figure 4 shows a two-story shear wall A in a building constructed using the ■-PC construction method according to the present invention. The two PC fugami plates 2.2 are placed side by side in a shape, and the adjacent ends of the braces 8 buried in the POj41 plates 2 are connected to each other, and the pillar steel frame l and the braces 8 adjacent thereto are connected to each other. The ends are connected to each other, and finally, the horizontal force transmission material 4 and the braces 8 of the adjacent PC wall plate are connected by a series of steel frames connected over the upper end sides of the column steel frames 1 and 1. PC! Concrete is cast on-site on the same columns and slabs to form a multi-layer shear wall system that is prone to bending failure.

前,己PC壁板2は、第5図に示すように、ジヨイント
プレート5を介して端部どうしが連結された菱形状の筋
違8・・・を、前記ジヨイントプレート5が上下両@6
aの左右方向中間位置と左右両縁6bの上下方向中間位
置に2いて缶縁6a,6bから突出した状態で、コンク
リート壁板6に埋設してなり、上一部分には梁鉄骨や梁
主鉄筋が埋設されていない。そして前日己柱鉄骨11 
lには、各階の上下中間位置でかつPC壁壁板の前記ジ
ヨイントプレート5に相当する箇所にガセットプレート
7が設けられ、また前記水平力伝達材4に相当する1所
にもガセットプレート8が設けられている。
As shown in FIG. @6
It is embedded in the concrete wall plate 6 in the middle position in the left and right direction of a and in the middle position in the vertical direction between both the left and right edges 6b, protruding from the can edges 6a and 6b, and the upper part has a beam steel frame and main beam reinforcement. is not buried. And the day before, the pillar steel frame 11
A gusset plate 7 is provided at a position between the upper and lower sides of each floor and corresponds to the joint plate 5 of the PC wall plate, and a gusset plate 8 is also provided at one place corresponding to the horizontal force transmitting member 4. is provided.

筋違8・・・は、鉄骨宿根の池、型鋼あるいはこれ筋等
のいずれであってもよ(へ。また、第5図のように、最
上階に2いて柱鉄オ間に架設する水平力伝達材4がPC
壁壁板と別個に製作さrLkものである場合、PC壁壁
板は全てが同一構造でめるが、第6図に示すように、最
上階のPC壁壁板′だけは、梁鉄1t9t−菱形伏筋違
8・・・と連結された状態に埋設したものと用いてもよ
匹。この場合は、梁鉄骨9、9の隣接端部同士を41し
て、柱鉄骨l,1間の前記水平力伝達材4を構成するこ
とになる。
Reinforcements 8... may be made of steel frame supports, shaped steel, or other types of reinforcements (see Figure 5). Force transmission material 4 is PC
If the PC wall panels are manufactured separately from the wall panels, all the PC wall panels have the same structure, but as shown in Figure 6, only the top floor PC wall panel' has a beam iron of 1t9 tons. - It can also be used with a rhombus-shaped diagonal 8... buried in a connected state. In this case, the horizontal force transmission member 4 between the column steel frames 1 and 1 is constructed by connecting the adjacent ends of the beam steel frames 9 and 9 to each other.

尚、上^己の実施例では、PC壁壁板・・・が、その上
上申の全長にわたって均一な厚さに形成されているが、
璧版上嫌に.合ってコンクリートの梁形を一体成形した
PC壁壁板δっでもよい。また、梁形を一体成形したP
C壁壁板・・・とする場合、梁形のコンクリートを拘束
し、かつ、長期の床荷催を柱、壁に伝禮するための鉄筋
を構形rc埋設して実施してもよい。
In addition, in the above embodiment, the PC wall plate... is formed to have a uniform thickness over the entire length of the wall plate.
I really don't like it. It is also possible to use a PC wall plate δ that is integrally molded with a concrete beam shape. In addition, P
In the case of C wall wall plate..., reinforcing bars may be buried in a structural rc structure to restrain the beam-shaped concrete and to propagate long-term floor support to the columns and walls.

【図面の簡単な説明】[Brief explanation of the drawing]

第1図乃至第8図は夫々従来の連層耐肩壁の架構説明図
、第4図以降は本発明の実施例を示し、第4図は連層耐
′S壁の架構説明図、第5図は一部を破断した要部拡大
正面図、第6図は別実施例を示す一部を破断した要部拡
大正面1図である。 ■・・・柱鉄骨、2・・・PC壁壁板8・・・筋違、4
・・・水平力伝達材。 l゛ 1・・履”1 ^1X 第1図      第2図 第3図       第4図
Figures 1 to 8 are explanatory diagrams of the structure of a conventional multi-layer shoulder wall, and Figures 4 and subsequent figures show embodiments of the present invention. FIG. 5 is an enlarged front view of the main part with a part cut away, and FIG. 6 is an enlarged front view of the main part with a part cut away showing another embodiment. ■...Column steel frame, 2...PC wall wall plate 8...bracing, 4
...Horizontal force transmission material. l゛1... Shoe"1 ^1X Figure 1 Figure 2 Figure 3 Figure 4

Claims (1)

【特許請求の範囲】 ■ 菱形状に連結された筋違が、その連結端部を壁板の
上下両縁に2ける中央と左右両4Vceける中央に位置
させた状態に埋設され、且つ、壁板の上壁部分に梁鉄骨
が埋設されていないプレキャストコンクリート壁板を、
所定間隔を隔てて嶋込んだ柱鉄骨の間に、複数階にわた
って、且つ、各階ごとに2枚ずつ面一状に並べて配置し
、これらのプレキャストコンクリート壁板に2ける菱形
状筋違の上下方向及び左右方向に隣接する運債1部同士
、ならびに、前記柱鉄骨とそれに隣接する連結端部とを
、夫々連給し、最上階に2いては、最上階Dプレキャス
トコンクリート壁板に埋設した菱形状筋違と連結された
水平力伝達材を前記柱鉄骨間に架設しであることを特徴
とするt(−PC工法による鳴物D411耐貢壁。 ■ 前記プレキャストコンクリート壁板のうち、最上階
のプレキャストコンクリート壁板には、菱形状筋違と梁
鉄骨とが埋設されてυす、これらの梁鉄骨の隣接端部同
士を連結して前記水平力伝達材を構成しであることを特
徴とする特許請求の範囲第0項に記載のEI−PC工法
による建物の連層耐S壁。 ■ 最上階のプレキャストコンクリート壁板が下階のプ
レキャストコンクリート壁板と同一構造であり、前記水
平力伝達材が、最上階のプレギヤストコンクリ−ト壁板
とは別個に製作され、当該壁板O上碌に沿わぜて柱鉄骨
間に架設されていることを特徴とする特許請求の範囲第
0項に記載のd−PC工法による建物の連層耐貞壁。
[Scope of Claims] ■ Rhomboid-shaped connected braces are buried with their connecting ends located at the center of the upper and lower edges of the wall board and at the center of 4Vce on both the left and right sides, and A precast concrete wall plate without a steel beam embedded in the upper wall part of the plate,
Two rhombus-shaped braces are placed flush across multiple floors and on each floor between the pillar steel frames placed at a predetermined interval, and the vertical direction of the two diamond-shaped braces on these precast concrete wall plates is 1 part of the bonds adjacent to each other in the left and right direction, and the above-mentioned column steel frame and the connecting end part adjacent to it are connected, respectively, and on the top floor 2, the diamonds embedded in the top floor D precast concrete wall plate are connected. A horizontal force transmitting material connected to shaped braces is installed between the steel columns. The precast concrete wall plate is characterized by having diamond-shaped braces and steel beams buried therein, and adjacent ends of these steel beams being connected to each other to form the horizontal force transmission material. A multi-story S-wall of a building manufactured by the EI-PC construction method according to claim 0. ■ The precast concrete wall plate on the top floor has the same structure as the precast concrete wall plate on the lower floor, and the horizontal force transmitting material is manufactured separately from the pre-geast concrete wall plate on the top floor, and is constructed between the steel columns along the top of the wall plate O. A multi-layered wall of a building constructed using the d-PC construction method described in .
JP4850282A 1982-03-25 1982-03-25 Continuous layer earthquake-proof wall by h-pc construction method Granted JPS58164866A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP4850282A JPS58164866A (en) 1982-03-25 1982-03-25 Continuous layer earthquake-proof wall by h-pc construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP4850282A JPS58164866A (en) 1982-03-25 1982-03-25 Continuous layer earthquake-proof wall by h-pc construction method

Publications (2)

Publication Number Publication Date
JPS58164866A true JPS58164866A (en) 1983-09-29
JPS6134549B2 JPS6134549B2 (en) 1986-08-08

Family

ID=12805152

Family Applications (1)

Application Number Title Priority Date Filing Date
JP4850282A Granted JPS58164866A (en) 1982-03-25 1982-03-25 Continuous layer earthquake-proof wall by h-pc construction method

Country Status (1)

Country Link
JP (1) JPS58164866A (en)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09279858A (en) * 1996-04-12 1997-10-28 De-P Kensetsu Kogyo Kk Earthquake-resistant reinforcing structure of existing building
JP6395070B2 (en) * 2013-09-09 2018-09-26 株式会社竹中工務店 Steel frame assembly method

Also Published As

Publication number Publication date
JPS6134549B2 (en) 1986-08-08

Similar Documents

Publication Publication Date Title
CN207063169U (en) A kind of steel frame embeds shear wall system house
JPS5944443A (en) Reinforced enclosure
JPS58164866A (en) Continuous layer earthquake-proof wall by h-pc construction method
JP3154020B2 (en) Reinforced steel framed concrete beam-column connection
JPH0728269Y2 (en) Precast beams
JPS6314937A (en) Reinforcing bar composite pillar
JPS6020541B2 (en) Reinforcement assembly method for reinforced concrete frame structures
JPH04368528A (en) Frame construction using void beam
JP2952778B2 (en) Wall type PC high-rise building
JP3045034B2 (en) Structural method of RC building
JPH02252831A (en) Pre-fabricated cruciform beam construction method
JP2663463B2 (en) Column / beam connection structure of multi-story building
JPS63233133A (en) Steel plate/concrete panel structure
JPH0447737B2 (en)
JPH0235136A (en) Precast and prestressed concrete low-story house and its manufacture
JPS62206136A (en) Synthetic beam consisting of three-dimensional truss beam and concrete floor panel
JP2603239B2 (en) Frame
JP2000110245A (en) Column-omitted building unit, unit building, and its building method
JPS59138644A (en) Constructon of synthetic floor consisting of pc beam or ps beam and deck plate floor slab concrete
JPS6134550B2 (en)
JPS58173239A (en) Slab with beam in pc building
JPH0326258B2 (en)
JPH0650014B2 (en) Reinforcing structure of reinforced concrete cylinders
EA010213B1 (en) Frame of multistory building
JPS61266748A (en) Construction of body of multi-stairs building