JPH0216824B2 - - Google Patents
Info
- Publication number
- JPH0216824B2 JPH0216824B2 JP23286183A JP23286183A JPH0216824B2 JP H0216824 B2 JPH0216824 B2 JP H0216824B2 JP 23286183 A JP23286183 A JP 23286183A JP 23286183 A JP23286183 A JP 23286183A JP H0216824 B2 JPH0216824 B2 JP H0216824B2
- Authority
- JP
- Japan
- Prior art keywords
- column
- reinforcement
- end main
- precast concrete
- hook
- 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
Links
- 230000002787 reinforcement Effects 0.000 claims description 68
- 239000011178 precast concrete Substances 0.000 claims description 20
- 239000004567 concrete Substances 0.000 claims description 5
- 238000000034 method Methods 0.000 claims description 5
- 239000000463 material Substances 0.000 claims 2
- 238000010276 construction Methods 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 230000000452 restraining effect Effects 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
Landscapes
- Joining Of Building Structures In Genera (AREA)
- Rod-Shaped Construction Members (AREA)
Description
【発明の詳細な説明】
本発明は曩に特願昭55−115913号（特開昭57−
40043号公報参照）において、プレキヤストコン
クリート柱ａの柱頭部に、プレキヤストコンクリ
ート梁ｂ，ｂ、b′，b′の接続端部を載架し、相対
する１対の梁ｂ，ｂの各下端主筋b1，b1の配筋位
置、及び相対する他の１対の梁b′，b′の各下端主
筋b1′，b1′の配筋位置を夫々梁幅方向にずらせる
とともに、前記各下端主筋b1，b1及びb1′，b1′の
突出端部を柱中心線を超えた位置で柱頭方向に指
向してフツク状に曲成し、前記各梁に囲繞された
柱、梁接合空間内における相対する各梁の互いに
交叉する下端主筋のフツク部b2，b2，b′2，b′2間
に横筋ｃを落込み、同横筋ｃを介して前記主筋同
志を拘束し、しかるのち前記柱梁接合空間にコン
クリートｄを打設するプレキヤストコンクリート
柱、梁の接合工法を提案した。[Detailed Description of the Invention] The present invention was originally published in Japanese Patent Application No. 55-115913
40043), the connecting ends of precast concrete beams b, b, b', b' are mounted on the head of precast concrete column a, and each of the opposing beams b, b is The reinforcement positions of the lower end main reinforcements b 1 , b 1 and the reinforcement positions of the lower end main reinforcements b 1 ′, b 1 ′ of the other pair of opposing beams b′, b′ are shifted in the beam width direction, respectively. , the protruding ends of each of the lower end main reinforcements b 1 , b 1 and b 1 ′, b 1 ′ are curved into a hook shape in the direction of the column head at a position beyond the column center line, and are surrounded by each of the beams. A transverse reinforcement c is inserted between the hook portions b 2 , b 2 , b′ 2 , b′ 2 of the lower end main reinforcements of the opposing beams in the column and beam joint space that intersect with each other, and the main reinforcements are We proposed a method for joining precast concrete columns and beams in which the members are restrained and then concrete d is poured into the column-beam joint space.
前記接合工法によれば、下端主筋の定着性能が
良好であるが、先にセツトする方向の梁ｂ，ｂは
特に問題がないのに対して、これと直交する方向
の梁b′，b′の下端主筋b′1，b′1は先にセツトされ
た方向の下端主筋b1，b1のフツク部b2，b2を避け
て配筋しなければならないので、梁幅が広くな
り、また下端主筋の本数に制限があつた。 According to the above-mentioned joining method, the fixing performance of the lower end main reinforcement is good, but while there is no particular problem with the beams b and b in the direction that are set first, the beams b' and b' in the direction perpendicular to this have no particular problem. The lower end main reinforcements b′ 1 , b′ 1 must be placed avoiding the hook parts b 2 , b 2 of the lower end main reinforcements b 1 , b 1 in the previously set direction, so the beam width becomes wider. There was also a limit to the number of bottom main reinforcements.
本発明はこのような問題点を解決するために提
案されたもので、プレキヤストコンクリート柱頭
部に載架された相対する一双の上側が略々床板厚
さだけ欠除されたプレキヤストコンクリート梁の
下端主筋の各突出端部を、柱中心線を超えた位置
でフツク状に折曲げ、互いに交叉する同フツク状
部間に横筋を落し込み、同横筋を介して前記下端
主筋同志を拘束し、次いで前記柱頭部上に載架さ
れ、且つ前記一双の梁と直角方向に相対する一双
の上側が略々床板厚さだけ欠除されたプレキヤス
トコンクリート梁の下端主筋を同梁両側において
２段配筋とし、先行して柱頭部に載架された前記
梁の下端主筋の上部において、上段の下端主筋の
各突出端部を柱中心線を超えた位置でフツク状に
折曲げ、互いに交叉する同フツク状部間に横筋を
落し込むとともに、下段の下端主筋の各突出端部
を重ね継ぎとし、次いで、前記梁材の上端筋を同
梁材および前記柱の各上部に跨つて配筋ししかる
のち前記柱、梁接合空間内および梁上部にコンク
リートを打設することを特徴とするプレキヤスト
コンクリート柱、梁の接合工法に係るものであ
る。 The present invention was proposed in order to solve these problems, and is a precast concrete beam in which the upper side of a pair of opposing pairs mounted on a precast concrete column head is removed by approximately the thickness of the floor plate. Each protruding end of the lower end main reinforcement is bent into a hook shape at a position beyond the column center line, a transverse reinforcement is dropped between the hook-shaped parts that intersect with each other, and the lower end main reinforcement is restrained via the transverse reinforcement, Next, the main reinforcement at the lower end of the precast concrete beam, which is mounted on the column head and whose upper side of the pair facing perpendicularly to the pair of beams is removed by approximately the thickness of the floor plate, is placed in two stages on both sides of the beam. At the top of the lower end main reinforcement of the beam that was previously mounted on the column head, each protruding end of the lower end main reinforcement of the upper stage is bent into a hook shape at a position beyond the column center line, and the same Insert transverse reinforcement between the hook-shaped parts, overlap the protruding ends of the main reinforcement at the lower end of the lower tier, and then arrange the reinforcement at the upper end of the beam so that it straddles the upper part of the beam and each of the columns. The present invention relates to a method for joining precast concrete columns and beams, which is characterized in that concrete is later placed in the space where the columns and beams are joined and on the top of the beams.
本発明においては前記したように、後からセツ
トされる方向、即ち梁下端主筋の突出端部が上側
になる梁の下端主筋を同梁両側において２段配筋
とし、同下端主筋の定着に際しては、前記柱頭部
に先行して載架された前記梁の下端主筋の上方に
おいて、夫々下段の下端主筋を柱断面の奥まで挿
入して相対する同下段の下端主筋相互間を重ね継
手とし、上段の下端主筋は柱中心を超えた位置で
フツク状に折曲げ、互いに交叉するフツク状部間
に横筋を落し込んで同横筋を介して上段の下端主
筋同志を拘束するものである。 In the present invention, as described above, the lower end main reinforcement of the beam is arranged in two stages on both sides of the beam in the direction to be set later, that is, the protruding end of the lower end main reinforcement of the beam is on the upper side, and when the lower end main reinforcement is fixed, , above the lower end main reinforcements of the beams mounted in advance of the column head, the lower end main reinforcements of the lower tier are respectively inserted to the depths of the column cross section, and a lap joint is formed between the lower end main reinforcements of the lower tiers that face each other. The lower end main reinforcement is bent into a hook shape at a position beyond the center of the column, and a transverse reinforcement is inserted between the hook-shaped parts that intersect with each other, and the lower end main reinforcement of the upper stage is restrained through the transverse reinforcement.
前記従来の工法では鉄筋の納り上、後からセツ
トされる方向の梁の２段配筋が物理的に不可能で
あつたが、本発明によれば前記したように、後か
らセツトされる方向の梁の両側に配筋された２段
配筋の下端主筋を重ね継手と、交叉するフツク状
部に落しこまれる横筋による拘束効果とを併用し
て定着することによつて、後からセツトされる梁
として２段配筋の梁を適用することが可能とな
る。このように同梁の下端主筋を２段配筋とする
ことによつて、本発明は応力の大きい部材にも適
用することができるものである。 In the conventional construction method, it was physically impossible to arrange the reinforcing bars in two stages in the direction in which the reinforcing bars were set later, but according to the present invention, as described above, the reinforcing bars could be set later. By fixing the lower end main reinforcement of the two-stage reinforcement arranged on both sides of the beam using a combination of overlap joints and the restraining effect of the transverse reinforcement dropped into the intersecting hook-shaped part, it is possible to set it later. It becomes possible to apply a beam with two-stage reinforcement as a beam to be used. By arranging the main reinforcement at the lower end of the beam in two stages in this manner, the present invention can be applied to members with large stress.
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.
Ａは柱頭より柱筋１が突出されたプレキヤスト
コンクリート柱で、柱頭部に、夫々上側が床板厚
さだけ欠除された一双のプレキヤストコンクリー
ト梁B1の接続端部を載架し、同各梁B1において
夫々前記従来技術と同様に梁幅方向にずらせて配
筋された相対する下端主筋２の突出端部における
柱中心線を超えた位置で曲成されたフツク状部を
交叉せしめるとともに、同交叉部に横筋を落し込
んで、前記下端主筋２同志を拘束する。 A is a precast concrete column with column reinforcement 1 protruding from the column head, and on the column head, the connecting ends of a pair of precast concrete beams B1 , each of which has the thickness of the floor plate removed, are placed on the column head. In each beam B 1 , hook-shaped portions curved at positions beyond the column center line at the protruding ends of the opposing lower end main reinforcements 2, which are arranged staggered in the beam width direction in the same way as in the prior art described above, are made to intersect. At the same time, horizontal reinforcements are placed in the intersection to restrain the lower end main reinforcements 2.
以上は前記従来の工法と同一である。 The above is the same as the conventional construction method.
次に上下２段の下端主筋３，４が両側に配筋さ
れた一双の上側が略々床板厚さだけ欠除したプレ
キヤストコンクリート梁B2を前記梁B1，B1と直
角方向に対向するように、同各梁B2の接続端部
を柱Ａの柱頭に載架し、上段の下端主筋３の各突
出端部を、前記梁B1の下端主筋２の上方におい
て、柱１の中心線を超える位置でフツク状に曲成
し、交叉する両フツク部３ａ，３ａ間に亘つて横
筋５を落し込んで同横筋５を介して前記下端主筋
３，３を拘束し、下段の下端主筋４，４を柱断面
の奥部まで挿入して重ね継ぎする。 Next, a pair of precast concrete beams B 2 with upper and lower lower end main reinforcements 3 and 4 arranged on both sides and whose upper side is cut by approximately the thickness of the floor plate are placed opposite the beams B 1 and B 1 in a right angle direction. The connecting end of each beam B 2 is mounted on the capital of column A, and each protruding end of the lower end main reinforcement 3 of the upper stage is placed above the lower end main reinforcement 2 of the beam B 1 of column 1. A horizontal reinforcement 5 is bent into a hook shape at a position exceeding the center line, and is dropped between the intersecting hook portions 3a, 3a, and restrains the lower end main reinforcements 3, 3 via the horizontal reinforcement 5, and the lower end of the lower stage is The main reinforcing bars 4, 4 are inserted deep into the cross section of the column and overlapped.
次いで前記各梁B1，B1のスターラツプ６，７
の上端突出部間に梁上端主筋８，９を配筋し、後
打ちコンクリート１０を打設して前記柱Ａ、梁
B1，B2を接合するとともに、プレキヤストコン
クリートスラブＣを接合する。 Next, the stirrups 6 and 7 of each of the beams B 1 and B 1
Main reinforcements 8 and 9 at the upper end of the beam are arranged between the upper end protruding parts, and post-cast concrete 10 is poured to form the column A and the beam.
B 1 and B 2 are joined together, and the precast concrete slab C is also joined.
図中１１は柱梁接合用空間に配筋された定着用
補強筋である。 In the figure, reference numeral 11 indicates anchoring reinforcing bars arranged in the column-beam joint space.
図示の実施例においては前記したように、梁
B2の下端主筋３，４が夫々フツク部３ａにおけ
る横筋５による拘束効果と重ね継手とによつて確
固と定着されるので、従来工法では下端主筋が上
側になる梁の下端主筋は３本程度が限界であつた
が、本工法では後からセツトされるプレキヤスト
コンクリート梁B2の配筋数を増大することがで
き、同梁B2の下端主筋を２段配筋としうるもの
であつて、本工法は応力の大きい部材にも適用し
うるものである。 In the illustrated embodiment, as described above, the beam
Since the lower end main reinforcements 3 and 4 of B2 are firmly fixed by the restraining effect of the horizontal reinforcement 5 in the hook part 3a and the lap joint, in the conventional construction method, there are about three lower end main reinforcements of the beam with the lower end main reinforcement on the upper side. However, with this construction method, it is possible to increase the number of reinforcements for the precast concrete beam B 2 that is set later, and the main reinforcement at the bottom of the beam B 2 can be arranged in two stages. This construction method can also be applied to members with large stress.
第１図及び第２図は従来の方法で構成されたプ
レキヤストコンクリート柱、梁の接合部の縦断面
図並に平面図、第３図は本発明の方法によつて構
成されたプレキヤストコンクリート柱、梁の接合
部の縦断面図、第４図及び第５図は夫々先にセツ
トされる梁並に後からセツトされる梁の縦断面図
である。
Ａ…プレキヤストコンクリート柱、B1，B2…
プレキヤストコンクリート梁、２…梁下端主筋、
３…上段の梁下端主筋、４…下段の梁下端主筋、
５…横筋、１０…コンクリート。
Figures 1 and 2 are vertical cross-sectional views and plan views of the joints of precast concrete columns and beams constructed using the conventional method, and Figure 3 is precast concrete constructed using the method of the present invention. FIGS. 4 and 5 are longitudinal cross-sectional views of the joint between the column and the beam, respectively, showing the beam that is set first and the beam that is set later. A... Precast concrete column, B 1 , B 2 ...
Precast concrete beam, 2...beam lower end main reinforcement,
3... Upper beam bottom end main reinforcement, 4... Lower beam bottom end main reinforcement,
5...Horizontal reinforcement, 10...Concrete.
Claims (1)
た相対する一双の上側が略々床板厚さだけ欠除さ
れたプレキヤストコンクリート梁の下端主筋の各
突出端部を、柱中心線を超えた位置でフツク状に
折曲げ、互いに交叉する同フツク状部間に横筋を
落し込み、同横筋を介して前記下端主筋同志を拘
束し、次いで前記柱頭部上に載架され、且つ前記
一双の梁と直角方向に相対する一双の上側が略々
床板厚さだけ欠除されたプレキヤストコンクリー
ト梁の下端主筋を同梁両側において２段配筋と
し、先行して柱頭部に載架された前記梁の下端主
筋の上部において、上段の下端主筋の各突出端部
を柱中心線を超えた位置でフツク状に折曲げ、互
いに交叉する同フツク状部間に横筋を落し込むと
ともに、下段の下端主筋の各突出端部を重ね継ぎ
とし、次いで、前記梁材の上端筋を同梁材および
前記柱の各上部に跨つて配筋ししかるのち前記
柱、梁接合空間内および梁上部にコンクリートを
打設することを特徴とするプレキヤストコンクリ
ート柱、梁の接合工法。1 Hook each protruding end of the main reinforcement at the lower end of a precast concrete beam with the upper side of the opposing pair mounted on the head of the precast concrete column by approximately the thickness of the floor plate at a position beyond the column center line. The pillar is bent into a shape, and a horizontal reinforcement is inserted between the hook-shaped parts that intersect with each other, and the lower end main reinforcements are restrained through the horizontal reinforcement. The lower end main reinforcement of a precast concrete beam with the upper side of the pair facing the column cut out by approximately the thickness of the floor plate is arranged in two stages on both sides of the beam, and the lower end main reinforcement of the beam is placed on the column head in advance. At the top of the column, each protruding end of the lower end main reinforcement in the upper row is bent into a hook shape at a position beyond the column center line, and a horizontal reinforcement is inserted between the hook-shaped parts that intersect with each other, and each protruding end of the lower end main reinforcement in the lower row is bent into a hook shape at a position beyond the column center line. The ends are overlapped, and then the upper end reinforcement of the beam material is arranged across the beam material and each upper part of the column, and then concrete is poured in the column and beam joint space and on the top of the beam. A method for joining precast concrete columns and beams featuring:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23286183A JPS60126444A (en) | 1983-12-12 | 1983-12-12 | Connection of precast concrete pillar and beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23286183A JPS60126444A (en) | 1983-12-12 | 1983-12-12 | Connection of precast concrete pillar and beam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS60126444A JPS60126444A (en) | 1985-07-05 |
| JPH0216824B2 true JPH0216824B2 (en) | 1990-04-18 |
Family
ID=16945965
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP23286183A Granted JPS60126444A (en) | 1983-12-12 | 1983-12-12 | Connection of precast concrete pillar and beam |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS60126444A (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100402660B1 (en) * | 2000-04-12 | 2003-10-22 | 삼성물산 주식회사 | Precast concrete column for multi-stories |
| KR20020089636A (en) * | 2001-05-23 | 2002-11-30 | 삼성물산 주식회사 | Structure means and it's structure operation method of a building |
-
1983
- 1983-12-12 JP JP23286183A patent/JPS60126444A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPS60126444A (en) | 1985-07-05 |
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