JP2002242366A - Concrete-filled steel tube column, the column, and column connecting structure - Google Patents

Concrete-filled steel tube column, the column, and column connecting structure

Info

Publication number
JP2002242366A
JP2002242366A JP2001046290A JP2001046290A JP2002242366A JP 2002242366 A JP2002242366 A JP 2002242366A JP 2001046290 A JP2001046290 A JP 2001046290A JP 2001046290 A JP2001046290 A JP 2001046290A JP 2002242366 A JP2002242366 A JP 2002242366A
Authority
JP
Japan
Prior art keywords
column
cft
reinforcing
steel pipe
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
JP2001046290A
Other languages
Japanese (ja)
Other versions
JP3900842B2 (en
Inventor
Masaya Taki
正哉 瀧
Toshiyuki Fukumoto
敏之 福元
Masaaki Oshima
正昭 大嶋
Hiroshi Fujimura
博 藤村
Kansuke Honma
完介 本間
Masayoshi Maezono
正義 前園
Shonosuke Rikitake
庄之助 力武
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.)
Kajima Corp
Original Assignee
Kajima Corp
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 Kajima Corp filed Critical Kajima Corp
Priority to JP2001046290A priority Critical patent/JP3900842B2/en
Publication of JP2002242366A publication Critical patent/JP2002242366A/en
Application granted granted Critical
Publication of JP3900842B2 publication Critical patent/JP3900842B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To provide a CFT column which has a thinned plate thickness and sufficient strength, and facilitates axial connection thereof, and to provide the column and a column connecting structure. SOLUTION: Reinforcing bars 3 are vertically arranged within a steel tube 5 of the CFT column 1 (CFT 2) in the vicinity of internal wall surface 5a of the steel tube 5 at locations on two lines 4 which extend perpendicularly to an axial line 5b of the steel tube 5 and also extend perpendicularly to each other. The reinforcing bars 3 resist bending stress imposed on the CFT column 1, and therefore the plate thickness of the steel tube 5 can be made thinner. On the other hand, one of the CFT columns 1a has its reinforcing bars 3 protruded from a joint end face thereof by a predetermined length, and the other CFT column 1b has no bar arrangement over the predetermined length from a joint end face thereof. Then, an end face of the reinforcing bar 3 in the CFT column 1a is faced to the end face of the reinforcing bar 3 in the CFT column 1b at a location near the center of a story height. Thus, by using the protruded portions of the reinforcing bars 3 and a portion having no bar arrangement, joining of the CFT columns 1a, 1b in the axial direction of the steel tubes of the respective CFT columns 1a, 1b can be easily carried out.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【0001】[0001]

【発明の属する技術分野】この発明は、角形断面や円形
断面のコンクリート充填鋼管(以後、CFT)を、ラー
メン構造の柱として使用する場合の、CFT柱およびそ
の柱,柱接合構造に関するものである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a concrete-filled steel pipe (hereinafter referred to as "CFT") having a square cross section or a circular cross section used as a column having a rigid frame structure and a joint structure between the column and the column. .

【0002】[0002]

【従来の技術】従来、この種のCFT柱としては、例え
ば、図6に示すように、溶接組立て(図6の(a) 参
照)、または、冷間成形(図6の(b) 参照)によって製
作した鋼管20に、コンクリート21を充填したものが一般
に知られている。
2. Description of the Related Art Conventionally, as this type of CFT column, for example, as shown in FIG. 6, welding assembly (see FIG. 6 (a)) or cold forming (see FIG. 6 (b)) Is generally known in which a concrete 21 is filled in a steel pipe 20 manufactured by the method described above.

【0003】また、そのCFT柱の柱,柱接合構造とし
ては、例えば、図7に示すように、梁上端からの距離L
(1000〜1200mm)の位置において、全断面完全
溶け込み溶接によって接合したものが一般に知られてい
る。なお、この図7において、符号22は梁で、符号23は
CFT柱である。
[0003] Further, as a column-column joint structure of the CFT column, for example, as shown in FIG.
At the position of (1000 to 1200 mm), it is generally known to join by full penetration welding in all cross sections. In FIG. 7, reference numeral 22 denotes a beam, and reference numeral 23 denotes a CFT column.

【0004】[0004]

【発明が解決しようとする課題】前述した従来のCFT
柱では、曲げ応力に対して主に抵抗する鉄骨部材に、高
価な鋼板からなる鋼管を用いている。また、実建物にお
いては、柱断面のスリム化の要求から、柱断面を小さく
しつつも強度を確保するために、かなり厚い板厚の鋼管
を使用している。
The conventional CFT described above.
In the column, a steel pipe made of an expensive steel plate is used as a steel frame member mainly resisting bending stress. Further, in an actual building, a steel pipe having a considerably large thickness is used in order to secure strength while reducing the pillar cross section due to a demand for a slim pillar cross section.

【0005】これらのことから、従来のCFT柱は高価
なものであり、このCFT柱を用いる建築構造物も高価
なものになってしまい、不経済であった。この発明は前
述した事情に鑑みて創案されたもので、その目的は板厚
を薄くすることができて強度も確保でき、しかも軸方向
への接合も簡単に行うことのできるCFT柱およびその
柱,柱接合構造を提供することにある。
[0005] For these reasons, conventional CFT columns are expensive, and building structures using the CFT columns are also expensive, which is uneconomical. SUMMARY OF THE INVENTION The present invention has been made in view of the above-mentioned circumstances, and has as its object the purpose of reducing the thickness of a sheet, securing the strength thereof, and easily performing joints in the axial direction, and the CFT column. , To provide a column joint structure.

【0006】[0006]

【課題を解決するための手段】この発明のCFT柱(請
求項1記載の発明)では、CFT内部の鋼管長手方向
に、補強用鉄筋を配筋することとする。そして、その補
強用鉄筋の配筋位置は、鋼管内壁面の近傍位置であると
共に、鋼管軸線と直交し互いも直交する少なくとも二本
の線上位置であることとする。
In the CFT column of the present invention (invention of claim 1), reinforcing steel is arranged in the longitudinal direction of the steel pipe inside the CFT. The reinforcing bars are arranged at positions near the inner wall surface of the steel pipe and at least two lines perpendicular to the axis of the steel pipe and perpendicular to each other.

【0007】このようなこの発明によれば、CFT柱の
内部に補強用鉄筋を配筋することにより、その各補強用
鉄筋でCFT柱に加わる曲げ応力に抵抗できるようにな
る。このことは、同じ柱断面積であれば、高価な鋼板か
らなる鋼管の板厚を薄くできるようになる。
According to the present invention, by arranging reinforcing bars inside the CFT column, each reinforcing bar can resist bending stress applied to the CFT column. This means that the thickness of a steel pipe made of an expensive steel plate can be reduced with the same column cross-sectional area.

【0008】このように、この発明によれば、CFT柱
を安価に提供できると共に、このCFT柱を用いる建築
構造物も安価なものできるようになり、CFT柱を経済
的なものにしている。
As described above, according to the present invention, the CFT columns can be provided at low cost, and the building structure using the CFT columns can be inexpensive, making the CFT columns economical.

【0009】このCFT柱の柱,柱接合構造(請求項2
記載の発明)としては、補強用鉄筋を、一方のCFT柱
ではその接合部端面から所定量突出させると共に、他方
のCFT柱内ではその接合部端面から所定量無配筋とす
る。
[0009] The column-column joint structure of the CFT column (claim 2)
As described in the invention), the reinforcing reinforcing bar is made to protrude by a predetermined amount from the end face of the joint in one of the CFT columns, and is provided with no reinforcing bar from the end face of the joint in the other CFT column.

【0010】そして、一方のCFT柱から突出した補強
用鉄筋は、各CFT柱の接合時に、他方のCFT柱内の
無配筋の部分に入り込んで、他方のCFT柱内の補強用
鉄筋と同一線上を延びる状態となるようにする。
[0010] When the reinforcing bars projecting from one CFT column are joined, the reinforcing bars in the other CFT column enter the non-arranged reinforcing bars at the time of joining the CFT columns, and are collinear with the reinforcing bar in the other CFT column. To be in a state of being extended.

【0011】また、一方のCFT柱から突出した補強用
鉄筋の端面と、他方のCFT柱内の補強用鉄筋の端面と
は、CFT柱を用いる建物の階高の中央付近で対面する
ようにする。
Further, the end face of the reinforcing bar protruding from one CFT column and the end face of the reinforcing bar in the other CFT column face each other near the center of the floor height of the building using the CFT column. .

【0012】このようなこの発明によれば、内部に配筋
した各補強用鉄筋により曲げ応力に抵抗できるようにし
ても、補強用鉄筋の突出部分と無配筋部分とを利用する
ことにより、各CFT柱の鋼管軸方向の接合を簡単に行
えるようにしている。
[0012] According to the present invention, even if each reinforcing reinforcing bar arranged inside is capable of resisting bending stress, by utilizing the protruding portion and the non-arranging portion of the reinforcing reinforcing bar, each reinforcing bar can be used. The CFT column can be easily joined in the axial direction of the steel pipe.

【0013】また、一方のCFT柱における補強用鉄筋
の突出端面と、他方のCFT柱内の補強用鉄筋の端面と
を、CFT柱を用いる建物の階高の中央付近で対面する
ようにして、即ち、各補強用鉄筋が一体的に連続しない
ようにして、各CFT柱の鋼管軸方向の接合を簡単に行
えるようにしている。
[0013] Further, the protruding end face of the reinforcing bar in one CFT column and the end face of the reinforcing bar in the other CFT column face each other near the center of the floor height of the building using the CFT column. That is, the reinforcing steel bars are not integrally connected to each other so that the CFT columns can be easily joined in the axial direction of the steel pipe.

【0014】この各補強用鉄筋が建物の階高の中央付近
で連続しないように、即ち、階高の中央付近で補強用鉄
筋が存在しないようにすることは、一般のラーメン構造
において柱の曲げモーメントは中央付近に反曲点が生じ
るため、柱中央付近では曲げモーメントに抵抗する断面
耐力が小さくても良いことを利用するものである。
In order to prevent the reinforcing bars from being continuous near the center of the floor height of the building, that is, to prevent the reinforcing bars from being present near the center of the floor height, the bending of the column in a general rigid frame structure is required. The moment utilizes an inflection point in the vicinity of the center, so that the sectional strength against the bending moment may be small near the center of the column.

【0015】[0015]

【発明の実施の形態】以下、この発明のCFT柱および
その柱,柱接合構造を、図示する一実施形態によって説
明する。
BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view of a CFT column according to an embodiment of the present invention.

【0016】この発明(請求項1記載の発明)における
CFT柱1は、図1に示すように、CFT2の内部にお
ける鋼管長手方向に補強用鉄筋3を配筋している。そし
て、補強用鉄筋3の配筋位置は、鋼管5の内壁面5aの近
傍位置であると共に、鋼管5の軸線5bと直交し互いも直
交する少なくとも二本の線4上位置である。
As shown in FIG. 1, the CFT column 1 according to the present invention (the first aspect of the present invention) has reinforcing steel bars 3 arranged in the longitudinal direction of the steel pipe inside the CFT 2. The reinforcing bars 3 are arranged at positions near the inner wall surface 5a of the steel pipe 5 and at least two lines 4 orthogonal to the axis 5b of the steel pipe 5 and orthogonal to each other.

【0017】なお、図1の(a) はCFT2として角形断
面の鋼管5(冷間成形)を用いたCFT柱1であり、図
1の(b) はCFT2として円形断面の鋼管5を用いたC
FT柱1である。
FIG. 1A shows a CFT column 1 using a steel pipe 5 having a rectangular cross section (cold forming) as the CFT 2, and FIG. 1B shows a steel pipe 5 having a circular cross section as the CFT 2. C
FT column 1.

【0018】このような構成からなるCFT柱1の製作
に際しては、先ず、例えば、図1の(a) に示すように、
角形の鋼管5の内部における、鋼管5の内壁面5aの近傍
位置であると共に、鋼管軸線5bと直交し互いも直交する
少なくとも二本の線4上位置に、補強用鉄筋3を配筋す
る。
When manufacturing the CFT column 1 having such a configuration, first, for example, as shown in FIG.
The reinforcing reinforcing bar 3 is arranged at a position near the inner wall surface 5a of the steel pipe 5 inside the rectangular steel pipe 5 and at least two lines 4 perpendicular to the steel pipe axis 5b and perpendicular to each other.

【0019】即ち、鋼管5内部の隅角部に、太径鉄筋で
ある補強用鉄筋3を、仮止め溶接等の軽微な接合手段
(図示せず)によって配置する。
That is, the reinforcing reinforcing bar 3, which is a large-diameter reinforcing bar, is disposed at a corner inside the steel pipe 5 by a small joining means (not shown) such as temporary welding.

【0020】次に、図1の(a) に示すように、鋼管5の
内部にコンクリート6を充填硬化させる。これにより、
角形の鋼管5と補強用鉄筋3とコンクリート6が一体に
なったCFT2とし、曲げ,剪断,軸力に対して抵抗で
きるようにする。
Next, as shown in FIG. 1A, concrete 6 is filled and hardened inside the steel pipe 5. This allows
A CFT 2 in which a rectangular steel pipe 5, a reinforcing steel bar 3 and concrete 6 are integrated, so as to be able to resist bending, shearing and axial force.

【0021】そして、このCFT2を、図2に示すよう
に、CFT柱1として用いることになる。なお、補強用
鉄筋3は、コンクリート6の付着面積が約半分となるの
で、使用できる鉄筋径が制限されることになる。また、
図2の符号7は梁である。
This CFT 2 is used as the CFT column 1 as shown in FIG. In addition, since the reinforcing steel bar 3 has an area where the concrete 6 adheres to about half, the diameter of the steel bar that can be used is limited. Also,
2 is a beam.

【0022】このようなこの発明のCFT柱1によれ
ば、内部に補強用鉄筋3を配筋したことにより、その補
強用鉄筋3でCFT柱1に加わる曲げ応力に抵抗できる
ようになる。
According to the CFT column 1 of the present invention, since the reinforcing reinforcing bar 3 is arranged inside, the reinforcing reinforcing bar 3 can resist bending stress applied to the CFT column 1.

【0023】従って、同じ柱断面積であれば、高価な鋼
板からなる鋼管5の板厚を薄くできるようになる。即
ち、曲げに対しては、少ない鋼材断面積で、効率的に抵
抗できるようになる。
Therefore, if the column sectional area is the same, the thickness of the steel pipe 5 made of an expensive steel plate can be reduced. That is, it is possible to efficiently resist bending with a small steel material cross-sectional area.

【0024】このことから、CFT柱1を安価に提供で
きると共に、このCFT柱1を用いる建築構造物(図示
せず)も安価に提供できるようになり、CFT柱1を経
済的なものにすることができる。
Accordingly, the CFT column 1 can be provided at a low cost, and a building structure (not shown) using the CFT column 1 can be provided at a low cost, making the CFT column 1 economical. be able to.

【0025】また、鉄骨に対して安価な鉄筋である補強
用鉄筋3を用いることにより、CFT柱1をさらに経済
的なものにできる。なお、剪断力や軸力に関しては、C
FT柱1そのものが耐力に余裕があるので、問題になら
ない。
Further, by using the reinforcing steel bar 3 which is an inexpensive steel bar for the steel frame, the CFT column 1 can be made more economical. In addition, regarding the shearing force and the axial force, C
This is not a problem because the FT column 1 itself has enough proof stress.

【0026】このようなこの発明のCFT柱1における
現場での柱,柱接合構造(請求項2記載の発明)は、次
に述べる構造とする。即ち、接合すべき一方および他方
の各CFT柱1a,1bに配筋する補強用鉄筋3は、図3に
示すように、一方のCFT柱1aではその接合部端面から
所定量L1 突出していると共に、他方のCFT柱1b内で
はその接合部端面から所定量L2 無配筋としている。
The on-site column / column joint structure (the invention according to claim 2) of the CFT column 1 of the present invention has the following structure. That is, one to be joined and the other of each CFT columns 1a, reinforcing rebar 3 Haisuji to 1b, as shown in FIG. 3, by a predetermined amount L 1 projecting from one of CFT column 1a in the bonding portion end face together, it is in the other CFT pillar 1b are from the end face thereof joining portion with a predetermined amount L 2 dividend muscle.

【0027】また、一方のCFT柱1aから突出した補強
用鉄筋3は、図2に示すように、各CFT柱1a,1bの接
合時に、他方のCFT柱1b内の無配筋部分に入り込ん
で、他方のCFT柱1b内の補強用鉄筋3と同一線上を延
びる状態となる。
As shown in FIG. 2, the reinforcing reinforcing bar 3 protruding from one of the CFT columns 1a enters a non-arranged portion in the other CFT column 1b when the CFT columns 1a and 1b are joined. It will be in a state of extending on the same line as the reinforcing steel bar 3 in the other CFT column 1b.

【0028】さらに、図2に示すように、一方のCFT
柱1aから突出した補強用鉄筋3の端面と、他方のCFT
柱1b内の補強用鉄筋3の端面とは、CFT柱1を用いる
建物(図示せず)の階高の中央付近で対面している。即
ち、この対面位置は、図2に示すように、階高Hの1/
2Hとなっている。
Further, as shown in FIG.
The end face of the reinforcing steel bar 3 protruding from the column 1a and the other CFT
The end face of the reinforcing steel bar 3 in the column 1b faces near the center of the floor height of a building (not shown) using the CFT column 1. That is, as shown in FIG. 2, this facing position is 1 / H of the floor height H.
2H.

【0029】このような構成からなる柱,柱接合構造を
採用した、現場でのCFT柱1の柱,柱接合は、次に述
べるようにして行う。先ず、図3に示すように、接合部
端面からの突出端面が階高の中央付近となるように、補
強用鉄筋3を、一方のCFT柱1a(下部のCFT柱)に
セットしておく。
The on-site column and column joining of the CFT column 1 employing the column and column joint structure having such a configuration is performed as described below. First, as shown in FIG. 3, the reinforcing reinforcing bar 3 is set on one of the CFT columns 1a (the lower CFT column) so that the end face protruding from the joint end face is near the center of the floor height.

【0030】また、図3に示すように、接合部端面から
の所定量L2 (一方のCFT柱1aからの補強用鉄筋3の
所定突出量L1 と同じ所定量L2 )が無配筋となるよう
に、補強用鉄筋3を、他方のCFT柱1b(上部のCFT
柱)内にセットしておく。
Further, as shown in FIG. 3, a predetermined amount L 2 (the same predetermined amount and a predetermined protrusion amount L 1 of reinforcing rebar 3 from one CFT Columns 1a L 2) is dividend muscle from the junction end face So that the reinforcing steel 3 is connected to the other CFT column 1b (the upper CFT column 1b).
Set in the column).

【0031】次に、図4に示すように、一方のCFT柱
1aから突出した補強用鉄筋3を、他方のCFT柱1b内の
無配筋部分に入り込ませると共に、一方のCFT柱1aと
他方のCFT柱1bとの接合部端面を当面させて溶接す
る。
Next, as shown in FIG.
The reinforcing reinforcing bar 3 protruding from 1a is inserted into the non-arranged portion in the other CFT column 1b, and the end face of the joint between the one CFT column 1a and the other CFT column 1b is welded.

【0032】この接合時に、一方のCFT柱1aの補強用
鉄筋3と、他方のCFT柱1bの補強用鉄筋3とは、同一
線上を延びる状態となる。また、この接合時に、一方の
CFT柱1aから突出した補強用鉄筋3の端面と、他方の
CFT柱1b内の補強用鉄筋3の端面とは、階高の中央付
近で対面することとなる。
At the time of this joining, the reinforcing steel bar 3 of one CFT column 1a and the reinforcing steel bar 3 of the other CFT column 1b extend on the same line. At the time of this joining, the end face of the reinforcing bar 3 protruding from one CFT column 1a and the end surface of the reinforcing bar 3 in the other CFT column 1b face each other near the center of the floor height.

【0033】このように、階高の中央付近では、両補強
用鉄筋3の端面を接合しないことにする。即ち、柱の曲
げモーメントは中央付近に反曲点が生じるため柱中央付
近では曲げモーメントに抵抗する断面耐力が小さくても
良いので、中央付近は鋼管5のみとし、補強用鉄筋3に
ついては施工性の向上を図るため、溶接を行わないこと
にする。
As described above, near the center of the floor height, the end faces of both reinforcing steel bars 3 are not joined. That is, since the bending moment of the column has an inflection point near the center, the sectional strength against the bending moment may be small near the center of the column. Therefore, only the steel pipe 5 is used near the center, and the reinforcing steel 3 is workable. Welding is not performed to improve the quality.

【0034】次に、図5に示すように、コンクリート6
を充填して硬化させることにより、図2に示すような
柱,柱接合したCFT柱1が完成する。このようにこの
発明の柱,柱接合構造によれば、内部に配筋した各補強
用鉄筋3により曲げ応力に抵抗できるようにしても、補
強用鉄筋3の突出部分と無配筋部分とを利用することに
より、各CFT柱1の鋼管軸方向の接合を簡単に行なう
ことができる。
Next, as shown in FIG.
Is filled and cured, thereby completing the column-column bonded CFT column 1 as shown in FIG. As described above, according to the pillar-column joint structure of the present invention, even if each reinforcing reinforcing bar 3 arranged inside can make it possible to resist bending stress, the protruding portion and the non-arranging portion of the reinforcing reinforcing bar 3 are used. By doing so, it is possible to easily join the CFT columns 1 in the axial direction of the steel pipe.

【0035】[0035]

【発明の効果】この発明(請求項1記載の発明)によれ
ば、CFT柱の内部に補強用鉄筋を配筋することによ
り、CFT柱に加わる曲げ応力に対して、補強用鉄筋が
抵抗できるようになる。
According to the present invention (the invention according to claim 1), by arranging reinforcing bars inside the CFT columns, the reinforcing bars can resist bending stress applied to the CFT columns. Become like

【0036】そのため、同じ柱断面積であれば、高価な
鋼板からなる鋼管の板厚を薄くすることができるように
なる。このようにこの発明によれば、CFT柱を安価に
提供できると共に、CFT柱を用いる建築構造物も安価
なものでき、CFT柱を経済的なものにできる。
Therefore, if the column cross-sectional area is the same, the thickness of a steel pipe made of an expensive steel plate can be reduced. As described above, according to the present invention, the CFT columns can be provided at low cost, the building structure using the CFT columns can be inexpensive, and the CFT columns can be made economical.

【0037】また、この発明(請求項2記載の発明)に
よれば、内部に配筋した各補強用鉄筋により曲げ応力に
抵抗できるようにしても、補強用鉄筋の突出部分と無配
筋部分とを利用することにより、各CFT柱の鋼管軸方
向の接合を簡単に行なうことができる。
Further, according to the present invention (invention of claim 2), even if each reinforcing reinforcing bar arranged inside can make it possible to resist bending stress, the protruding portion and the non-arranging portion of the reinforcing reinforcing bar can be formed. By using, the CFT columns can be easily joined in the axial direction of the steel pipe.

【0038】また、一方のCFT柱における補強用鉄筋
の突出端面と、他方のCFT柱内の補強用鉄筋の端面と
を、CFT柱を用いる建物の階高の中央付近で対面する
ようにして、即ち、各補強用鉄筋が一体的に連続しない
ようにして、各CFT柱の鋼管軸方向の接合を簡単に行
えるようにしている。
Further, the protruding end face of the reinforcing bar in one CFT column and the end face of the reinforcing bar in the other CFT column face each other near the center of the floor height of the building using the CFT column. That is, the reinforcing steel bars are not integrally connected to each other so that the CFT columns can be easily joined in the axial direction of the steel pipe.

【0039】この各補強用鉄筋が建物の階高の中央付近
で連続しないように、即ち、階高の中央付近で補強用鉄
筋が存在しないようにすることは、一般のラーメン構造
において柱の曲げモーメントは中央付近に反曲点が生じ
るため、柱中央付近では曲げモーメントに抵抗する断面
耐力が小さくても良いことを利用するものである。
In order to prevent each reinforcing bar from being continuous near the center of the floor height of the building, that is, to prevent the reinforcing bar from being present near the center of the floor height, the bending of the column in the general rigid frame structure is required. The moment utilizes an inflection point in the vicinity of the center, so that the sectional strength against the bending moment may be small near the center of the column.

【0040】このように、この発明によれば、CFTと
補強用鉄筋を用いることにより、施工性がよく、経済的
なCFT柱を提供することができる。
As described above, according to the present invention, by using the CFT and the reinforcing steel bar, it is possible to provide an economical CFT column having good workability.

【図面の簡単な説明】[Brief description of the drawings]

【図1】(a)はこの発明における角形断面のCFT柱示
す概略断面図で、(b)はこの発明における円形断面のC
FT柱を示す概略正面図である。
FIG. 1A is a schematic cross-sectional view showing a CFT column having a square cross section according to the present invention, and FIG.
It is a schematic front view which shows FT pillar.

【図2】この発明のCFT柱およびその柱,柱接合構造
を示す概略断面図である。
FIG. 2 is a schematic cross-sectional view showing a CFT column of the present invention and its column / column joint structure.

【図3】この発明の柱,柱接合構造を採用して行うCF
T柱の接合手順を示す概略断面図である。
FIG. 3 is a diagram showing a CF which is formed by employing the column-column joint structure according to the present invention;
It is a schematic sectional drawing which shows the joining procedure of a T pillar.

【図4】この発明の柱,柱接合構造を採用して行うCF
T柱の接合手順を示す概略断面図である。
FIG. 4 is a diagram showing a CF performed by employing the column-column joint structure according to the present invention;
It is a schematic sectional drawing which shows the joining procedure of a T pillar.

【図5】この発明の柱,柱接合構造を採用して行うCF
T柱の接合手順を示す概略断面図である。
FIG. 5 is a diagram showing a CF performed by employing the column-column joint structure according to the present invention;
It is a schematic sectional drawing which shows the joining procedure of a T pillar.

【図6】(a) は溶接組立てによる鋼管を用いた従来のC
FT柱を示す概略断面図で、(b) は冷間成形による鋼管
を用いた従来のCFT柱を示す概略断面図である。
FIG. 6 (a) shows a conventional C using a steel pipe by welding assembly.
It is a schematic sectional drawing which shows FT pillar, (b) is schematic sectional drawing which shows the conventional CFT pillar which used the steel pipe by cold forming.

【図7】従来のCFT柱の柱,柱接合構造を示す概略断
面図である。
FIG. 7 is a schematic cross-sectional view showing a conventional column-column joint structure of a CFT column.

【符号の説明】[Explanation of symbols]

1…CFT柱、2…CFT、1a…一方の各CFT柱、1b
…他方の各CFT柱、3…補強用鉄筋、4…線、5…鋼
管、5a…内壁面、5b…軸線、6…コンクリート、7…
梁。
1 ... CFT pillar, 2 ... CFT, 1a ... One of each CFT pillar, 1b
... the other CFT columns, 3 ... reinforcing steel bars, 4 ... wires, 5 ... steel pipes, 5a ... inner wall surfaces, 5b ... axial lines, 6 ... concrete, 7 ...
Beams.

フロントページの続き (72)発明者 大嶋 正昭 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 (72)発明者 藤村 博 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 (72)発明者 本間 完介 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 (72)発明者 前園 正義 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 (72)発明者 力武 庄之助 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 Fターム(参考) 2E125 AA04 AB12 AB13 AC29 AG03 AG41 AG57 BA34 BB08 BD01 BE02 BE07 BE08 BF04 CA83 CA90 EA33 2E163 FA02 FF13 FF17 FG01 Continuation of the front page (72) Inventor Masaaki Oshima Kashima Construction Co., Ltd. 1-2-7 Moto-Akasaka, Minato-ku, Tokyo (72) Inventor Hiroshi Fujimura Kashima Ken 1-2-7 Moto-Akasaka, Minato-ku, Tokyo (72) Inventor Kansuke Honma Kashima Construction 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Corporation (72) Inventor Masayoshi Maenzo 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima (72) Inventor Shonosuke Rikitake 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Corporation F-term (reference) 2E125 AA04 AB12 AB13 AC29 AG03 AG41 AG57 BA34 BB08 BD01 BE02 BE07 BE08 BF04 CA83 CA90 EA33 2E163 FA02 FF13 FF17 FG01

Claims (2)

【特許請求の範囲】[Claims] 【請求項1】 コンクリート充填鋼管の内部における鋼
管長手方向に補強用鉄筋を配筋しており、その補強用鉄
筋の配筋位置は、鋼管内壁面の近傍位置であると共に、
鋼管軸線と直交し互いも直交する少なくとも二本の線上
位置であることを特徴とするコンクリート充填鋼管柱。
Claims: 1. A reinforcing reinforcing bar is arranged in a longitudinal direction of a steel pipe inside a concrete-filled steel pipe, and the reinforcing reinforcing bar is positioned near an inner wall surface of the steel pipe.
A concrete-filled steel pipe column which is located on at least two lines perpendicular to the steel pipe axis and also perpendicular to each other.
【請求項2】 接合すべき一方のコンクリート充填鋼管
柱と、接合すべき他方のコンクリート充填鋼管柱とをそ
の鋼管軸方向に接合する柱,柱接合構造であり、 前記各コンクリート充填鋼管柱は、その内部の鋼管長手
方向において、鋼管内壁面の近傍位置であると共に、鋼
管軸線と直交し互いも直交する少なくとも二本の線上位
置に、補強用鉄筋を配筋しており、 前記補強用鉄筋は、前記一方のコンクリート充填鋼管柱
ではその接合部端面から所定量突出していると共に、前
記他方のコンクリート充填鋼管柱内ではその接合部端面
から所定量無配筋としており、 前記一方のコンクリート充填鋼管柱から突出した補強用
鉄筋は、前記各コンクリート充填鋼管柱の接合時に、前
記他方のコンクリート充填鋼管柱内の無配筋部分に入り
込んで、他方のコンクリート充填鋼管内の補強用鉄筋と
同一線上を延びる状態となり、 前記一方のコンクリート充填鋼管柱から突出した補強用
鉄筋の端面と、前記他方のコンクリート充填鋼管柱内の
補強用鉄筋の端面とは、コンクリート充填鋼管柱を用い
る建物の階高の中央付近で対面していることを特徴とす
るコンクリート充填鋼管柱の柱,柱接合構造。
2. A column-column connection structure for joining one concrete-filled steel pipe column to be joined and the other concrete-filled steel pipe column to be joined in the axial direction of the steel pipe. In the longitudinal direction of the steel pipe inside thereof, at the position near the inner wall surface of the steel pipe, at least two lines perpendicular to the steel pipe axis and perpendicular to each other, reinforcing reinforcing bars are arranged, and the reinforcing reinforcing steel is In the one concrete-filled steel pipe column, while projecting a predetermined amount from the joint end face, the other concrete-filled steel pipe column has a predetermined amount of no reinforcement from the joint end face in the other concrete-filled steel pipe column. The protruding reinforcing steel enters the non-arranged portion in the other concrete-filled steel pipe column when the respective concrete-filled steel pipe columns are joined, and The end face of the reinforcing steel bar protruding from the one concrete-filled steel pipe column and the end face of the reinforcing steel bar in the other concrete-filled steel pipe column are in a state of extending on the same line as the reinforcing steel bar in the concrete-filled steel pipe column. A concrete-filled steel tubular column-to-column joint structure, which faces the center of the floor of a building using a concrete-filled steel tubular column.
JP2001046290A 2001-02-22 2001-02-22 Column-column connection structure of concrete-filled steel pipe columns Expired - Fee Related JP3900842B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
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Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2001046290A JP3900842B2 (en) 2001-02-22 2001-02-22 Column-column connection structure of concrete-filled steel pipe columns

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JP3900842B2 JP3900842B2 (en) 2007-04-04

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101806118A (en) * 2010-02-26 2010-08-18 哈尔滨工业大学深圳研究生院 Hollow sea sand concrete component and preparation method
CN101818543A (en) * 2010-05-28 2010-09-01 中南大学 Square steel tubular column with internally tangent ring-shaped stirrup restraint and high-strength concrete
CN101748862B (en) * 2010-01-06 2011-06-15 哈尔滨工业大学深圳研究生院 Hollow steel pipe and concrete column filled with sea sand concrete and making method thereof

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS62170636A (en) * 1986-01-23 1987-07-27 Mitsubishi Heavy Ind Ltd Steel pipe reinforced concrete pillar
JPH0949266A (en) * 1995-08-04 1997-02-18 Nippon Concrete Ind Co Ltd Connecting method for steel pipe member filled with reinforced concrete
JPH10331263A (en) * 1997-06-04 1998-12-15 Takenaka Komuten Co Ltd Joint structure of steel pipe concrete member

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS62170636A (en) * 1986-01-23 1987-07-27 Mitsubishi Heavy Ind Ltd Steel pipe reinforced concrete pillar
JPH0949266A (en) * 1995-08-04 1997-02-18 Nippon Concrete Ind Co Ltd Connecting method for steel pipe member filled with reinforced concrete
JPH10331263A (en) * 1997-06-04 1998-12-15 Takenaka Komuten Co Ltd Joint structure of steel pipe concrete member

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101748862B (en) * 2010-01-06 2011-06-15 哈尔滨工业大学深圳研究生院 Hollow steel pipe and concrete column filled with sea sand concrete and making method thereof
WO2011082605A1 (en) * 2010-01-06 2011-07-14 哈尔滨工业大学深圳研究生院 Hollow steel pipe concrete column filled with sea sand concrete and method for preparing the same
CN101806118A (en) * 2010-02-26 2010-08-18 哈尔滨工业大学深圳研究生院 Hollow sea sand concrete component and preparation method
CN101806118B (en) * 2010-02-26 2011-12-07 哈尔滨工业大学深圳研究生院 Hollow sea sand concrete component and preparation method
CN101818543A (en) * 2010-05-28 2010-09-01 中南大学 Square steel tubular column with internally tangent ring-shaped stirrup restraint and high-strength concrete

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