JPH0322491B2 - - Google Patents
Info
- Publication number
- JPH0322491B2 JPH0322491B2 JP59062370A JP6237084A JPH0322491B2 JP H0322491 B2 JPH0322491 B2 JP H0322491B2 JP 59062370 A JP59062370 A JP 59062370A JP 6237084 A JP6237084 A JP 6237084A JP H0322491 B2 JPH0322491 B2 JP H0322491B2
- Authority
- JP
- Japan
- Prior art keywords
- column
- concrete
- main reinforcement
- beams
- columns
- 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
- 239000004567 concrete Substances 0.000 claims description 32
- 230000002787 reinforcement Effects 0.000 claims description 19
- 239000011178 precast concrete Substances 0.000 claims description 8
- 240000007594 Oryza sativa Species 0.000 claims description 2
- 235000007164 Oryza sativa Nutrition 0.000 claims description 2
- 235000009566 rice Nutrition 0.000 claims description 2
- 238000010276 construction Methods 0.000 description 8
- 230000003014 reinforcing effect Effects 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000009415 formwork Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005304 joining Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000009747 swallowing Effects 0.000 description 1
Landscapes
- Rod-Shaped Construction Members (AREA)
- Graft Or Block Polymers (AREA)
Description
【発明の詳細な説明】
この発明は、現場打ちコンクリート柱にプレキ
ヤストコンクリート梁（以下PC梁という）を一
体に架設してなるコンクリート建築物に関する。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a concrete building in which precast concrete beams (hereinafter referred to as PC beams) are integrally constructed on cast-in-place concrete columns.
一般に、コンクリート建築物の構築工法とし
て、梁をプレキヤストコンクリートで形成し、現
場打ちコンクリート柱に上記PC梁を一体に架設
する工法が知られている。 Generally, as a construction method for concrete buildings, a method is known in which beams are formed from precast concrete and the above-mentioned PC beams are integrally erected on cast-in-place concrete columns.
ところで、従来上記工法におけるPC梁とコン
クリート柱の接合は、PC梁およびコンクリート
柱の接合端部にそれぞれ鋼材を予め埋め込み、そ
れらの突出部同志をボルトで接合することにより
剛に結合することが行なわれていた。 By the way, conventionally, in the above-mentioned construction method, the connection between a PC beam and a concrete column was performed by embedding steel material in advance at the joint ends of the PC beam and concrete column, respectively, and joining their protruding parts with bolts to achieve a rigid connection. It was.
しかしながら、上記の接合構造は、鋼材の埋め
込みやコンクリート柱の打設を高い精度で行なう
ことが要求され、更にPC梁の運搬中に上記接合
鋼材が折曲がつてしまうことがある等様々な不都
合を生じていた。更に、従来の接合構造において
は、コンクリート柱に曲げ応力が作用すること
や、PC梁の仕口の納まり等の理由から、コンク
リート柱をある程度太くする必要が生り、上記コ
ンクリート柱が居室内に突出してしまうという欠
点を有するものであつた。更に、地震の少ない地
域では、剛な結合をもつた建築物は仕様として過
剰であり、また建設に従事する技能工の技術が比
較的低い地域では施工精度を前提とする設計は好
ましくない。 However, the above-mentioned joint structure requires high precision in embedding steel materials and placing concrete columns, and also has various disadvantages such as the joint steel materials may bend during transportation of the PC beam. was occurring. Furthermore, in conventional joint structures, it is necessary to make the concrete pillars thicker to some extent due to bending stress acting on the concrete pillars and the fitting of the PC beam joints. It had the disadvantage of protruding. Furthermore, in areas where earthquakes are rare, buildings with rigid connections are over-specified, and in areas where the skills of skilled workers engaged in construction are relatively low, designs that assume construction accuracy are undesirable.
この発明は、上記の事情に鑑みて主として開発
途上国に建設される集合住宅を対象にとして開発
されたもので、その目的とするところは、コンク
リート柱とPC梁の仕口を簡略化することができ
るとともに、コストが非常に低廉で、しかも高度
の施工技術を要求せず、また居室内に突出する柱
型を極力小さくすることができるコンクリート建
築物を提供することであり、その特徴とするとこ
ろは、配置される柱をすべて同一形状とし、しか
もその断面を長方形として垂直荷重に対する断面
積をもたせるとともに、梁と柱の接合にピン結合
を採用し、柱の短辺方向において梁を柱断面内に
定着される場合には、梁主筋を突き合わせ部分を
折り上げてコイルジヨイントとし、また、柱の長
辺方向において梁を定着する場合には、十分な長
さを柱断面内にとり、両方向の梁をプレキヤスト
コンクリートとしながらも柱を現場打ちコンクリ
ートとすることによつて過度の施工精度を要せず
にプレキヤスト部材を用いる架構を達成した点で
ある。 In view of the above circumstances, this invention was developed primarily for housing complexes constructed in developing countries, and its purpose is to simplify the connections between concrete columns and PC beams. The purpose of the present invention is to provide a concrete building that is very low in cost, does not require advanced construction technology, and can minimize the size of pillars that protrude into living rooms. However, in addition to making all the columns arranged the same shape and making their cross sections rectangular to provide a cross-sectional area for vertical loads, we also adopted pin connections to connect the beams and columns, so that the beams are connected to the column cross section in the direction of the short side of the column. If the beam is to be anchored in the longitudinal direction of the column, fold up the butt part of the beam main reinforcement to form a coil joint.If the beam is to be anchored in the long side direction of the column, take a sufficient length within the column cross section and fold it in both directions. By using precast concrete for the beams and cast-in-place concrete for the columns, we have achieved a frame using precast members without requiring excessive construction precision.
以下、図面を参照してこの発明を詳細に説明す
る。 Hereinafter, the present invention will be explained in detail with reference to the drawings.
第１図ないし第３図は、この発明の一実施例を
示すものである。これらの図に示す符号１は現場
打ちされたコンクリート柱（以下柱という）であ
り、２はPC梁である。上記柱１は現場において
立設された主筋３をフープ筋３′によつて組立て、
その周囲に図示しない型枠を配設し、その型枠内
にコンクリートを打設することにより形成された
もので、連続した田型の通り芯４の交点に配設さ
れている。そして、上記柱１の平断面形状は、短
辺寸法がPC梁２の幅寸法とほぼ同一である矩形
に形成されるとともに柱の鉛直荷重に対応して幅
が狭い分だけ長さを長くとつてあり、通常はこの
長辺方向を建築物の梁間方向に揃えてある。一
方、上記PC梁２は、上記柱１の配置に従つて少
数種類用意されるもので、柱１の間隔に若干のの
み込み長さを加えた長さとしてある。PC梁２の
鉄筋はその端面から下端主筋５を突出させるとと
もに、下端主筋５′はその端面で止めてある。そ
して、その端面にシヤーコツタ６のための凹部を
設けかつＵ型鉄筋のシヤキー７を埋め込んだもの
である。更に上記PC梁２は、梁下端まで打設さ
れた先行のコンクリート柱の肩部に支持されて、
突出した下端主筋５を柱１の断面内に延在させて
架設され、次段のコンクリート打設によつて一体
に固着される。ここで上記柱１の短辺方向に架設
された一対のPC梁２は、柱幅が狭いことから相
互の下端主筋５の端部を上方へ向けて折曲げてお
き、この折曲げた部分にコイル筋８を係着し両
PC梁２の間に打込まれるコンクリートを介して
コイルジヨイントを形成して接合され、コツター
の形成も同時に完了する。更に柱１の長辺方向に
架設されたPC梁２が第２図右方のような接合の
場合には、下端主筋５を所定長さで柱１内に定着
させればよく、また短辺方向に架設されたPC梁
２が同図左方のように柱１の長辺方向の一端に寄
つて定着されている場合には、その端部を柱１の
長辺方向に架設するPC梁２の下端主筋５が柱１
の短辺方向に架設されたPC梁２の下端主筋５を
越えた位置で上方に折り曲げて延在されている。
そして、柱頭部で出合うPC梁２の間に上階柱１
のコンクリートを打設すれば、柱１とPC梁２の
接合はコンクリートの硬化によつて達成され、
PC梁２の製作精度、架設精度、柱１の施工精度
などに多少の誤差があつてもすべて打設コンクリ
ート内に吸収され、しかも規格化された柱１を配
置してもPC梁２との取り付け部に寸法の食いち
がいは生じない。 1 to 3 show an embodiment of the present invention. The reference numeral 1 shown in these figures is a concrete column cast on site (hereinafter referred to as a column), and the reference numeral 2 is a PC beam. The above-mentioned column 1 is constructed by assembling main reinforcements 3 erected on site with hoop reinforcements 3'.
It is formed by arranging a formwork (not shown) around it and pouring concrete into the formwork, and is arranged at the intersection of the grid lines 4 of continuous rice molds. The planar cross-sectional shape of the column 1 is formed into a rectangular shape whose short side dimension is almost the same as the width dimension of the PC beam 2, and the length is increased by the narrower width to accommodate the vertical load of the column. Usually, the long side direction is aligned with the direction between the beams of the building. On the other hand, the PC beams 2 are prepared in small numbers according to the arrangement of the columns 1, and have a length equal to the spacing between the columns 1 plus a slight swallowing length. The reinforcing bars of the PC beam 2 have a lower end main reinforcing bar 5 protruding from the end face thereof, and a lower end main reinforcing bar 5' is fixed at the end face. A recessed portion for a shear bolt 6 is provided on the end face, and a shear key 7 made of a U-shaped reinforcing bar is embedded therein. Furthermore, the PC beam 2 is supported by the shoulder of the preceding concrete column that has been cast to the bottom end of the beam.
The pillar 1 is constructed by extending the protruding lower end main reinforcement 5 into the cross section of the pillar 1, and is fixed integrally by the next stage of concrete pouring. Here, since the width of the pair of PC beams 2 installed in the short side direction of the column 1 is narrow, the ends of the main reinforcements 5 at the lower ends of each other are bent upward, and the bent portions are Attach the coil muscle 8 and
They are joined by forming a coil joint through concrete poured between the PC beams 2, and the formation of the coil joint is also completed at the same time. Furthermore, if the PC beam 2 installed in the long side direction of the column 1 is connected as shown on the right side of Fig. If the PC beam 2 that is installed in the direction of The bottom main reinforcement 5 of 2 is column 1
It is bent upward and extended beyond the main reinforcement 5 at the lower end of the PC beam 2 constructed in the direction of the short side of the PC beam.
Then, the upper floor column 1 is placed between the PC beam 2 that meets at the column head.
If concrete is poured, the connection between column 1 and PC beam 2 will be achieved by hardening of the concrete,
Even if there are some errors in the manufacturing accuracy of PC beam 2, erection accuracy, construction accuracy of column 1, etc., all errors will be absorbed in the poured concrete, and even if standardized column 1 is placed, it will not be the same as PC beam 2. There will be no discrepancy in dimensions at the mounting part.
上記のように構成されたコンクリート建築物に
おいてPC梁２には、そのPC梁２に設けられたシ
ヤーコツタ６、シヤーキー７および柱１内に定着
された下端主筋５の作用により、せん断力のみし
か加わることがなく、柱１には、PC梁２の下端
主筋５のみしか定着されていないために、PC梁
２からの水平力を受けることなく軸力のみが加わ
る。このため、柱１の短辺寸法をPC梁２の幅寸
法とほぼ同一にすることが可能となる。 In the concrete building constructed as described above, only shear force is applied to the PC beam 2 due to the action of the shear cotter 6 and shear key 7 provided on the PC beam 2, and the lower end main reinforcement 5 fixed in the column 1. Since only the lower end main reinforcement 5 of the PC beam 2 is fixed to the column 1, only the axial force is applied to the column 1 without receiving the horizontal force from the PC beam 2. Therefore, it is possible to make the short side dimension of the column 1 almost the same as the width dimension of the PC beam 2.
以上説明したように、この発明によれば、柱と
PC梁との結合をPC梁の下端主筋のみを柱断面内
に定着させてピン結合を達成しているから、柱断
面を軸力のみで決定することができ、連続して配
置される柱に長方形の断面を採用できる。そこ
で、柱の長辺方向、短辺方向に接合されるPC梁
の定着鉄筋を十分な定着長さをとるとともに、
PC梁と柱の結合を現場打ちコンクリートによつ
ているから、架構の一部にプレキヤスト部材を用
いる建築物でありながら、その接合を簡略化し、
しかも施工精度に過剰の精度を要求されることが
ない。また、柱の偏平が可能なために居室内にお
ける柱の突出部を小さくすることができる等の利
点を有する。 As explained above, according to this invention, the pillar and
Since the pin connection with the PC beam is achieved by fixing only the main reinforcement at the bottom end of the PC beam within the column cross section, the column cross section can be determined only by the axial force, and the A rectangular cross section can be adopted. Therefore, while ensuring sufficient anchorage length for the anchoring reinforcing bars of the PC beams that are joined in the long and short sides of the columns,
Because the PC beams and columns are connected using cast-in-place concrete, the connection is simplified even though the building uses precast members as part of the frame.
Moreover, excessive precision is not required for construction accuracy. Further, since the pillars can be flattened, there are advantages such as the ability to reduce the protrusion of the pillars in the living room.
特にこの発明によれば、PC梁の下端主筋を柱
断面内に定着させないようにするためにそのPC
梁の端面で止め、PC梁の下端主筋のみを柱断面
内に定着させていることにより、柱とPC梁とを
いわばピン結合となる形態の接合構造となるよう
にしているから、PC梁には剪断力のみしか加わ
ることがなく、その結果、柱としては、PC梁か
らの水平力を受けることがなく軸力のみが加わる
ことになる。即ち、PC梁の下端主筋が柱内に定
着されていないことにより水平力の伝達を断ち、
軸力のみを伝達するようにしているため、柱の短
辺寸法をPC梁の幅寸法とほぼ同一とすることが
可能となり、換言すれば、柱の偏平が可能とな
り、これによつて居室内における柱の突出部を小
さくすることができる他、仕口の簡率化や施工性
の向上、コスト低減等の効果を奏することができ
る。 In particular, according to this invention, in order to prevent the lower end main reinforcement of a PC beam from settling within the column section,
By stopping at the end face of the beam and fixing only the main reinforcement at the bottom end of the PC beam within the cross section of the column, the column and PC beam are connected to each other in the form of a so-called pin connection. Only shear force is applied to the column, and as a result, the column receives only axial force without receiving horizontal force from the PC beam. In other words, the lower end main reinforcement of the PC beam is not anchored within the column, cutting off the transmission of horizontal force.
Since only the axial force is transmitted, it is possible to make the short side dimension of the column almost the same as the width dimension of the PC beam.In other words, it is possible to flatten the column, which makes it possible to In addition to being able to reduce the size of the protruding portion of the pillar, it is also possible to achieve effects such as simplifying the joint, improving workability, and reducing costs.
第１図ないし第３図はいずれもこの発明の一実
施例を示すものであつて、第１図は通り芯にコン
クリート柱およびPC梁を配設した状態を示す建
築物の一部の概略平面図、第２図はコンクリート
柱とPC梁の仕口を示す平断面図、第３図は第２
図に示す−線矢視断面図である。
１……コンクリート柱、２……プレキヤストコ
ンクリート梁、４……軸芯、５……下端主筋。
Figures 1 to 3 all show one embodiment of the present invention, and Figure 1 is a schematic plan view of a part of a building showing a state in which concrete columns and PC beams are arranged in the center line. Figure 2 is a plan cross-sectional view showing the joint between concrete columns and PC beams, and Figure 3 is the
It is a sectional view taken along the line shown in the figure. 1... Concrete column, 2... Precast concrete beam, 4... Axial core, 5... Bottom main reinforcement.
Claims (1)
ンクリート梁を一体に架設してなるコンクリート
建築物において、上記コンクリート柱は、連続し
た田型の通り芯の交点に配設されるとともに、そ
の平断面形状を矩形に形成し、その短辺寸法をプ
レキヤストコンクリート梁の梁幅にほぼ一致さ
せ、プレキヤストコンクリート梁は上端主筋を梁
端面で止め、下端主筋のみを突出してコンクリー
ト柱上に架設され、コンクリート柱の短辺方向の
プレキヤストコンクリート梁では長辺の対向位置
で軸芯を合わせ、その下端主筋端部を柱内部で上
方に向けて折曲げたうえコイル筋を介して柱頭部
の現場打ちコンクリート柱内で相互に結合され、
またコンクリート柱の長辺方向のプレキヤストコ
ンクリート梁では下端主筋を所定長さで柱頭部内
に定着してなることを特徴とするコンクリート建
築物。1. In a concrete building in which precast concrete beams are integrally constructed on cast-in-place concrete columns, the concrete columns are placed at the intersections of continuous rice field cores, and their planar cross-sectional shape is rectangular. The precast concrete beam is constructed on top of a concrete column with the upper main reinforcement fixed at the beam end surface and only the lower end main reinforcement protruding. For precast concrete beams in the short side direction, align the axes at opposing positions on the long sides, bend the lower end of the main reinforcement upwards inside the column, and then insert it into the cast-in-place concrete column at the column head via coil reinforcement. are interconnected with
In addition, a concrete building is characterized in that in a precast concrete beam in the long side direction of a concrete column, the main reinforcement at the lower end is fixed within the column head at a predetermined length.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6237084A JPS60208534A (en) | 1984-03-30 | 1984-03-30 | Concrete building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6237084A JPS60208534A (en) | 1984-03-30 | 1984-03-30 | Concrete building |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS60208534A JPS60208534A (en) | 1985-10-21 |
| JPH0322491B2 true JPH0322491B2 (en) | 1991-03-27 |
Family
ID=13198161
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6237084A Granted JPS60208534A (en) | 1984-03-30 | 1984-03-30 | Concrete building |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS60208534A (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5561632A (en) * | 1978-11-02 | 1980-05-09 | Fujita Corp | Method of building precast reinforced concrete structure |
| JPS56119051A (en) * | 1980-02-26 | 1981-09-18 | Takenaka Komuten Co | Connecting method among rc pillar and beam travelling direction pca large beam and span direction large beam casttinnplace |
-
1984
- 1984-03-30 JP JP6237084A patent/JPS60208534A/en active Granted
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5561632A (en) * | 1978-11-02 | 1980-05-09 | Fujita Corp | Method of building precast reinforced concrete structure |
| JPS56119051A (en) * | 1980-02-26 | 1981-09-18 | Takenaka Komuten Co | Connecting method among rc pillar and beam travelling direction pca large beam and span direction large beam casttinnplace |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS60208534A (en) | 1985-10-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP3752999B2 (en) | Upper and lower integrated bridge and its construction method | |
| JP2622013B2 (en) | Reinforced concrete shear wall structure | |
| JPH0480444A (en) | Connection unit of reinforced concrete pole and steel framed beam | |
| JPH0322491B2 (en) | ||
| JPH1150538A (en) | Building and method for constructing the same | |
| JP3284391B2 (en) | Reinforced concrete frame and construction method | |
| JPS6312987B2 (en) | ||
| JPS6198870A (en) | Construction method of precast reinforced concrete earthquake-proof wall | |
| JP2917159B2 (en) | Column, beam joining method | |
| JPH0366878A (en) | Construction method for precast column and beam and precast anti-seismic wall | |
| JP2893406B2 (en) | Precast concrete beam-column joining method | |
| JPH0350846B2 (en) | ||
| JP2001011940A (en) | Beam structure | |
| JPH0519619B2 (en) | ||
| JPH03125735A (en) | Structure for connection of column and beam | |
| JPH0781315B2 (en) | Construction method of composite structure with precast reinforced concrete columns and steel beams | |
| JPH0443131B2 (en) | ||
| JPH0414217B2 (en) | ||
| JPH0328547B2 (en) | ||
| JPH0588331B2 (en) | ||
| JPH0711171B2 (en) | Reinforced steel composite column | |
| JPH06108533A (en) | Work method for connecting pc beam to column | |
| JPH0376384B2 (en) | ||
| JPS62248730A (en) | Construction of reinforced concrete structure | |
| JPH0432904B2 (en) |