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JP4468596B2 - CFT structural pillar - Google Patents
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JP4468596B2 - CFT structural pillar - Google Patents

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JP4468596B2
JP4468596B2 JP2001001700A JP2001001700A JP4468596B2 JP 4468596 B2 JP4468596 B2 JP 4468596B2 JP 2001001700 A JP2001001700 A JP 2001001700A JP 2001001700 A JP2001001700 A JP 2001001700A JP 4468596 B2 JP4468596 B2 JP 4468596B2
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steel pipe
column
length
cft
cft structure
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JP2002206283A (en
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英之 小坂
久幸 山中
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Sumitomo Mitsui Construction Co Ltd
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Sumitomo Mitsui Construction Co Ltd
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Description

【０００１】
【発明の属する技術分野】
この発明は、鋼管の内部にコンクリートを充填したＣＦＴ（Concrete Filled Steel Tube：コンクリート充填鋼管）構造を柱に適用し、鋼管部分が柱軸力を伝達しないようにしたＣＦＴ構造柱に関するものである。
【０００２】
【従来の技術】
図５は従来のＣＦＴ構造柱の一例を示す縦断面図である。
【０００３】
図５において、１はＣＦＴ構造柱を示し、後述する梁１１に上下方向の中央部分の外側が、例えば溶接によって接合された仕口鋼管２と、この仕口鋼管２の内側の、梁１１であるＨ形鋼の上下のフランジに対応する位置に、例えば溶接によって接合され、鉄筋挿通用孔、およびコンクリート充填用孔が設けられた内ダイヤフラム３と、図示を省略した基礎と仕口鋼管２との間、または上下の仕口鋼管２の間に配置された中間鋼管４と、内ダイヤフラム３を貫通して上下の中間鋼管４内に跨らせた補強鉄筋５と、各鋼管２，４に跨らせて充填したコンクリート６とによって構成されている。
なお、仕口鋼管２と中間鋼管４との間に、柱軸力（圧縮力、引張力）を伝達しないように、所定長の隙間が設けられている。
【０００４】
１１は梁を示し、対向する仕口鋼管２に所定の手段、例えば溶接によって接合された２つの端部Ｈ形鋼１２と、この端部Ｈ形鋼１２の間に接合された中央部Ｈ形鋼１３とで構成されている。
そして、端部Ｈ形鋼１２と中央部Ｈ形鋼１３とは、ウェブ同士および上下のフランジ同士が、継ぎ手板１４、ＨＴＢ（High Tension Bolt：高力ボルト）１５を用いて接合されている。
Ｇｈは梁成（梁高さ）、Ｈは階高、Ｈｏは上下階の梁１１の間に形成された内法柱長さを示す。
【０００５】
図５に示すＣＦＴ構造柱１は、仕口鋼管２および中間鋼管４が型枠代わりになることによって型枠が不要になるので、施工費用が安くなるとともに、工期を短縮することができる。
また、仕口鋼管２および中間鋼管４が、コンクリート６の横断面形状の変形を拘束する効果（コンファインド効果）を発揮する拘束部材として機能するので、コンクリート６の見かけ上の強度が増大し、柱材として大きな軸方向強度および曲げ強度が得られるので、柱径を小さくすることができる。
【０００６】
【発明が解決しようとする課題】
従来のＣＦＴ構造柱１は、コンクリート６が剥き出しになる内法柱長さＨｏの曲げモーメントが最大になる柱頭部および柱脚部を補強するため、内ダイヤフラム３を貫通させて上下の中間鋼管４に補強鉄筋５を跨らせている。
したがって、補強鉄筋５が必要になる。
また、補強鉄筋５を上下の内ダイヤフラム３の鉄筋挿通用孔を貫通させて上下の中間鋼管４に跨らせなければならないので、補強鉄筋５を配置する作業が面倒であるとともに、困難な作業になる。
さらに、施工時、仕口鋼管２と中間鋼管４とを離して同軸状に配置し、鉛直に仮設材で支持しなければならないので、仕口鋼管２および中間鋼管４の仮設が面倒で、工夫が必要になる。
【０００７】
この発明は、上記したような不都合を解消するためになされたもので、補強鉄筋を配置しなくても曲げモーメントに抵抗することができ、各鋼管の仮設が容易に行え、また、補強鉄筋を配置する場合でも補強鉄筋の配置を容易に行うことのできるＣＦＴ構造柱を提供するものである。
【０００８】
【課題を解決するための手段】
請求項１にかかる発明は、内部鋼管と外部鋼管とを鋼管継手部で縦方向へ交互に継いで形成され、所定の階高で梁を接合したＣＦＴ構造柱であって、
前記内部鋼管の外径を、前記外部鋼管の内径より小さく形成し、
前記鋼管継手部を、上下階の前記梁の間に形成された内法柱長さの範囲に、前記内部鋼管の端部を、所定の装着クリアランスを設けつつ充填材を介在させないで、前記外部鋼管の内側に所定の継手長さで嵌め込み装着して形成した、
ことを特徴とするＣＦＴ構造柱である。
【０００９】
請求項２にかかる発明は、請求項１に記載のＣＦＴ構造柱において、
前記鋼管継手部を、前記内法柱長さの範囲に、各階毎に柱頭部および柱脚部に２つ設け、前記梁を接合した前記内部鋼管と、前記梁を接合していない前記外部鋼管とを交互に継いで形成した、
ことを特徴とするＣＦＴ構造柱である。
【００１０】
請求項３にかかる発明は、請求項１に記載のＣＦＴ構造柱において、
前記鋼管継手部を、前記内法柱長さの範囲に、各階毎に柱頭部および柱脚部に２つ設け、前記梁を接合していない前記内部鋼管と、前記梁を接合した前記外部鋼管とを交互に継いで形成した、
ことを特徴とするＣＦＴ構造柱である。
【００１１】
請求項４にかかる発明は、請求項１に記載のＣＦＴ構造柱において、
前記鋼管継手部を、前記内法柱長さの範囲に、各階毎に柱頭部または柱脚部のいずれか一方に設け、前記梁を接合した前記内部鋼管と、前記梁を接合した前記外部鋼管とを交互に継いで形成した、
ことを特徴とするＣＦＴ構造柱である。
【００１３】
請求項５にかかる発明は、請求項１から請求項４のいずれか１項に記載のＣＦＴ構造柱において、
前記鋼管継手部を形成する前記内部鋼管内のコンクリートと、前記鋼管継手部から外れた前記外部鋼管内のコンクリートとに補強鉄筋を跨らせて配置した、
ことを特徴とするＣＦＴ構造柱である。
【００１４】
【発明の実施の形態】
以下、この発明の実施形態を図に基づいて説明する。
図１はこの発明の第１実施形態であるＣＦＴ構造柱の縦断面図、図２は図１に示したＣＦＴ構造柱の鋼管継手部の拡大横断面図である。
【００１５】
この発明の第１実施形態であるＣＦＴ構造柱１Ａは、内部鋼管７と外部鋼管８とを鋼管継手部９で縦方向へ交互に継いで形成され、所定の階高Ｈで梁１１を接合した構造である。
【００１６】
内部鋼管７および外部鋼管８は、図２に示すように、横断面形状が円形をした円形鋼管である。
内部鋼管７は、上下方向の中央部分の外側に梁１１が接合され、梁１１が接合された位置の内側に内ダイヤフラム３が接合されている。
そして、内部鋼管７は、その外径Ｂｉｏが外部鋼管８の内径Ｂｏｉより小さく形成され、その端部を外部鋼管８内へ嵌め込み易くされている。
両鋼管７，８の横断面形状は、円形の他、例えば楕円形、正方形、長方形、五角形、六角形などの他の形状であってもよく、相似形であればよい。
【００１７】
鋼管継手部９は、上下階の梁１１の間に形成された内法柱長さＨｏの範囲に、梁１１の接合された内部鋼管７の端部を、梁１１の接合されていない外部鋼管８の内側に所定の継手長さＬ１で嵌め込み装着して形成されている。
このように、内部鋼管７と外部鋼管８とは鋼管継手部９の位置で嵌め込まれているので、内部鋼管７と外部鋼管８には、柱軸力（圧縮力、引張力）が作用しない。
柱軸力は、内部鋼管７、外部鋼管８の内部の補強鉄筋５、コンクリート６が負担する。
【００１８】
そして、鋼管継手部９は、内法柱長さＨｏの範囲に、各階毎に柱頭部および柱脚部に２つ設けられている。
この鋼管継手部９を形成する内側鋼管７の外面と、外側鋼管８の内面との間に、図２に示すように、所定の装着クリアランスＣＬ１が設けられている。
この装着クリアランスＣＬ１は、鉄骨製作上のクリアランス、内部鋼管７と外部鋼管８とにおける規格品の断面形状、内部鋼管７と外部鋼管８とのコンファインド効果の相乗効果などを考慮して設定する。
さらに、鋼管継手部９を形成する内部鋼管７内のコンクリート６と、鋼管継手部９から外れた外部鋼管８内のコンクリート６とに跨らせて補強鉄筋５が配置されている。
【００１９】
Ｂｉｉは内部鋼管７の内径、Ｔｉは内部鋼管７の肉厚、Ｂｏｏは外部鋼管８の外径、Ｔｏは外部鋼管８の肉厚、Ｌｉ１は内部鋼管７の長さ、Ｌｏ１は外部鋼管８の長さ、Ｓｏは外部鋼管８と梁１１との間に柱軸力（圧縮力、引張力）を伝達しないように設けられた隙間（例えば２０ｍｍ）を示す。
【００２０】
この第１実施形態の場合、当然のことながら、下階の内部鋼管７と、上階の内部鋼管７との端は離れている。
そして、内部鋼管７と外部鋼管８とを鋼管継手部９で継いで上側へ延ばす場合、外部鋼管８内へ内部鋼管７を継手長さＬ１で嵌め込み装着して外部鋼管８と梁１１との間にスペーサを配置するとともに、内側鋼管７および外側鋼管８を鉛直に所定の仮設材で支持すればよい。
なお、内側鋼管７内および外側鋼管８内へ充填したコンクリート６が固まったならば、スペーサおよび仮設材を取り除いても、外部鋼管８と梁１１との間には隙間Ｓｏが確保される。
【００２１】
この第１実施形態のＣＦＴ構造柱１Ａによれば、内部鋼管７と外部鋼管８との端部同士を相対的に移動可能な鋼管継手部９で継いで上側へ延ばしたので、すなわちコンクリート６が剥き出しにならないため、補強鉄筋５を配置しなくても曲げモーメントに抵抗することができ、また、内法柱長さＨｏの全範囲に亘ってコンファインド効果を発揮させることができる。
そして、各階毎の柱頭部および柱脚部に鋼管継手部９を設けたので、この鋼管継手部９を形成する両鋼管７，８で大きな曲げモーメントに抵抗することができる。
【００２２】
また、内部鋼管７と外部鋼管８との間に装着クリアランスＣＬ１を設けたので、内部鋼管７がコンファインド効果を発現して膨らんだ後、外部鋼管８によるコンファインド効果が発現するため、二重に安全性の向上を図ることができる。
さらに、外部鋼管８の端を梁１１から離したので、柱軸力（圧縮力、引張力）が外部鋼管８に作用しなくなり、外部鋼管８は柱軸力を伝達しなくなる。
そして、内ダイヤフラム３を貫通させずに補強鉄筋５を配置させることができるので、補強鉄筋５を容易に、かつ作業性よく配置することができる。
【００２３】
また、鋼管継手部９を形成する内部鋼管７内のコンクリート６と、鋼管継手部９から外れた外部鋼管８内のコンクリート６とに補強鉄筋５を跨らせて配置したので、柱軸力の引張力が作用する柱にも適用することができる。
さらに、内部鋼管７と外部鋼管８とを上側へ延ばす場合、外部鋼管８内へ内部鋼管７を単に嵌め込み装着して外部鋼管８と梁１１との間にスペーサを配置するとともに、内側鋼管７および外側鋼管８を鉛直に所定の仮設材で支持すればよいので、同心度を調整する必要もなく、内部鋼管７および外部鋼管８の仮設を容易に行うことができる。
【００２４】
図３はこの発明の第２実施形態であるＣＦＴ構造柱の縦断面図である。
【００２５】
この発明の第２実施形態であるＣＦＴ構造柱１Ｂは、内部鋼管７と外部鋼管８とを鋼管継手部９で縦方向へ交互に継いで形成され、所定の階高Ｈで梁１１を接合した構造である。
【００２６】
鋼管継手部９は、上下階の梁１１の間に形成された内法柱長さＨｏの範囲に、梁１１の接合されていない内部鋼管７の端部を、梁１１の接合された外部鋼管８の内側に所定の継手長さＬ１で嵌め込み装着して形成されている。
そして、鋼管継手部９は、内法柱長さＨｏの範囲に、各階毎に柱頭部および柱脚部に２つ設けられている。
この鋼管継手部９を形成する内側鋼管７の外面と、外側鋼管８の内面との間に、図２に示すように、所定の装着クリアランスＣＬ１が設けられている。
【００２７】
Ｌｉ２は内部鋼管７の長さ、Ｌｏ２は外部鋼管８の長さ、Ｓｉは内ダイヤフラム３と内部鋼管７との間に柱軸力（圧縮力、引張力）を伝達しないように設けられた間隔（例えば２０ｍｍ）を示す。
【００２８】
この第２実施形態のＣＦＴ構造柱１Ｂによれば、第１実施形態のＣＦＴ構造柱１Ａと同様な効果を得ることができる。
【００２９】
図４はこの発明の第３実施形態であるＣＦＴ構造柱の縦断面図である。
【００３０】
この発明の第３実施形態であるＣＦＴ構造柱１Ｃは、内部鋼管７Ａと外部鋼管８Ａとを鋼管継手部９で縦方向へ交互に継いで形成され、所定の階高Ｈで梁１１を接合した構造である。
【００３１】
内部鋼管７Ａおよび外部鋼管８Ａは、図２に示すように、横断面形状が円形をした円形鋼管である。
内部鋼管７Ａおよび外部鋼管８Ａは、上下方向の中央部分の外側に梁１１が接合され、梁１１が接合された位置の内側に内ダイヤフラム３が接合されている。
そして、内部鋼管７Ａは、図２に示すように、その外径Ｂｉｏが外部鋼管８Ａの内径Ｂｏｉより小さく形成され、その端部を外部鋼管８Ａ内へ嵌め込み易くされている。
両鋼管７Ａ，８Ａの横断面形状は、円形の他、例えば楕円形、正方形、長方形、五角形、六角形などの他の形状であってもよく、相似形であればよい。
【００３２】
鋼管継手部９は、上下階の梁１１の間に形成された内法柱長さＨｏの範囲に、梁１１の接合された内部鋼管７Ａの端部を、梁１１の接合された外部鋼管８Ａの内側に所定の継手長さＬ１で嵌め込み装着して形成されている。
そして、鋼管継手部９は、内法柱長さＨｏの範囲に、各階毎に柱頭部または柱脚部のいずれか一方、この実施形態では柱脚部に設けられている。
この鋼管継手部９を形成する内側鋼管７Ａの外面と、外側鋼管８Ａの内面との間に、図２に示すように、所定の装着クリアランスＣＬ１が設けられている。
さらに、鋼管継手部９を形成する内部鋼管７Ａ内のコンクリート６と、鋼管継手部９から外れた外部鋼管８Ａ内のコンクリート６とに跨らせて補強鉄筋５が配置されている。
【００３３】
Ｌｉ３は内部鋼管７Ａの長さ、Ｌｏ３は外部鋼管８Ａの長さを示す。
【００３４】
この第３実施形態のＣＦＴ構造柱１Ｃによれば、鋼管継手部９が内法柱寸法Ｈｏの範囲の柱脚部のみに設けられているものの、第１または第２実施形態のＣＦＴ構造柱１Ａ，１Ｂと同様な効果を得ることができる。
【００３５】
上記した各実施形態では、柱軸力の引張力を考慮して補強鉄筋５を配置する例を示したが、柱軸力の引張力が作用しない部分に適用する場合、すなわち柱軸力が圧縮力のみの場合は、補強鉄筋５を省略することができる。
また、第３実施形態において、図面の上下を反転させた態様、すなわち内部鋼管７Ａと外部鋼管８Ａとを、内法柱長さＨｏの柱頭部で鋼管継手部９によって継いでもよい。
【００３６】
【発明の効果】
請求項１の発明によれば、内部鋼管と外部鋼管とを鋼管継手部で継いで上側へ延ばしたので、すなわちコンクリートが剥き出しにならないので、補強鉄筋を配置しなくても曲げモーメントに抵抗することができ、また、内法柱長さの全範囲に亘ってコンファインド効果を発揮させることができるとともに、所期の目的を達成する施工を経済的に実施することができる。
そして、内部鋼管と外部鋼管とを上側へ延ばす場合、外部鋼管内へ内部鋼管を単に嵌め込み装着して外部鋼管と梁との間にスペーサを配置するとともに、内側鋼管および外側鋼管を鉛直に所定の仮設材で支持すればよいので、同心度を調整する必要もなく、内部鋼管および外部鋼管の仮設を容易に行うことができる。
【００３７】
請求項２または請求項３の発明によれば、鋼管継手部を、内法柱長さの範囲に、各階毎に柱頭部および柱脚部に２つ設けたので、鋼管継手部を形成する内部鋼管および外部鋼管のコンファインド効果の二重構造で大きな曲げモーメントに抵抗することができ、また、補強鉄筋を上下の内部鋼管に跨らせて配置する場合、内ダイヤフラムを貫通させずに補強鉄筋を配置させることができ、補強鉄筋を容易に、かつ作業性よく配置することができる。
請求項４の発明によれば、鋼管継手部を、内法柱長さの範囲に、各階毎に柱頭部または柱脚部のいずれか一方に設けたので、鋼管継手部の数、鋼管の長さが減少し、鉄骨製作および施工性が向上する。
【００３８】
請求項１の発明によれば、外部鋼管の内面と内部鋼管の外面との間に、所定の装着クリアランスを設けたので、内部鋼管がコンファインド効果を発現して膨らんだ後、外部鋼管によるコンファインド効果が発現するため、二重に安全性の向上を図ることができる。
請求項５の発明によれば、鋼管継手部を形成する内部鋼管内のコンクリートと、鋼管継手部から外れた外部鋼管内のコンクリートとに補強鉄筋を跨らせて配置したので、柱軸力の引張力が作用する柱にも適用することができる。
【図面の簡単な説明】
【図１】この発明の第１実施形態であるＣＦＴ構造柱の縦断面図である。
【図２】図１に示したＣＦＴ構造柱の鋼管継手部の拡大横断面図である。
【図３】この発明の第２実施形態であるＣＦＴ構造柱の縦断面図である。
【図４】この発明の第３実施形態であるＣＦＴ構造柱の縦断面図である。
【図５】従来のＣＦＴ構造柱の一例を示す縦断面図である。
【符号の説明】
１，１Ａ〜１Ｄ ＣＦＴ構造柱
２ 仕口鋼管
３ 内ダイヤフラム
４ 中間鋼管
５ 補強鉄筋
６ コンクリート
７，７Ａ 内部鋼管
８，８Ａ 外部鋼管
９ 鋼管継手部
１１ 梁
Ｇｈ 梁成
Ｈ 階高
Ｈｏ 内法柱長さ
Ｂｉｏ，Ｂｏｏ 外径
Ｂｉｉ，Ｂｏｉ 内径
Ｔｉ，Ｔｏ 肉厚
ＣＬ１ 装着クリアランス
Ｌｉ１〜Ｌｉ３ 長さ
Ｌｏ１〜Ｌｏ３ 長さ
Ｌ１ 継手長さ
Ｓｉ 間隔
Ｓｏ 隙間[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a CFT structure column in which a CFT (Concrete Filled Steel Tube) structure in which concrete is filled in a steel pipe is applied to the column so that the steel tube portion does not transmit column axial force.
[0002]
[Prior art]
FIG. 5 is a longitudinal sectional view showing an example of a conventional CFT structure column.
[0003]
In FIG. 5, reference numeral 1 denotes a CFT structure column, and the outer side of the center portion in the vertical direction of a beam 11 to be described later is a welded steel pipe 2 joined by welding, for example, and the beam 11 inside the joined steel pipe 2. An inner diaphragm 3 that is joined by welding, for example, at positions corresponding to the upper and lower flanges of a certain H-shaped steel and provided with a rebar insertion hole and a concrete filling hole, a foundation not shown and a jointed steel pipe 2 An intermediate steel pipe 4 disposed between the upper and lower jointed steel pipes 2, a reinforcing steel bar 5 penetrating the inner diaphragm 3 and straddling the upper and lower intermediate steel pipes 4, and the steel pipes 2, 4 It is comprised with the concrete 6 filled over and straddling.
A gap having a predetermined length is provided between the jointed steel pipe 2 and the intermediate steel pipe 4 so as not to transmit the column axial force (compression force or tensile force).
[0004]
Reference numeral 11 denotes a beam. Two end H-sections 12 joined to the opposite end steel pipe 2 by a predetermined means, for example, welding, and a center H-shape joined between the end H-sections 12. It is composed of steel 13.
The end H-section steel 12 and the center H-section steel 13 are joined to each other between the webs and the upper and lower flanges using a joint plate 14 and an HTB (High Tension Bolt) 15.
Gh is a beam formation (beam height), H is a floor height, and Ho is the length of an inner column formed between the beams 11 on the upper and lower floors.
[0005]
The CFT structural column 1 shown in FIG. 5 eliminates the need for a formwork by replacing the jointed steel pipe 2 and the intermediate steel pipe 4 with the formwork, so that the construction cost can be reduced and the construction period can be shortened.
Moreover, since the jointed steel pipe 2 and the intermediate steel pipe 4 function as a restraining member that exerts an effect (confining effect) for restraining deformation of the cross-sectional shape of the concrete 6, the apparent strength of the concrete 6 increases. Since a large axial strength and bending strength can be obtained as the column material, the column diameter can be reduced.
[0006]
[Problems to be solved by the invention]
In the conventional CFT structure column 1, in order to reinforce the column head and column base where the bending moment of the internal column length Ho from which the concrete 6 is exposed is maximized, the upper and lower intermediate steel pipes 4 are penetrated through the inner diaphragm 3. The reinforcing steel bars 5 are straddled.
Therefore, the reinforcing steel bars 5 are required.
Further, since the reinforcing reinforcing bars 5 have to pass through the reinforcing bar insertion holes of the upper and lower inner diaphragms 3 and straddle the upper and lower intermediate steel pipes 4, the work of arranging the reinforcing reinforcing bars 5 is troublesome and difficult. become.
Furthermore, since the jointed steel pipe 2 and the intermediate steel pipe 4 must be separated from each other and placed coaxially and supported by a temporary material during construction, the temporary construction of the jointed steel pipe 2 and the intermediate steel pipe 4 is troublesome and ingenious. Is required.
[0007]
The present invention has been made to eliminate the above-described disadvantages, and can resist bending moment without arranging reinforcing steel bars, can easily install each steel pipe, and can provide reinforcing steel bars. The present invention provides a CFT structure column in which reinforcing bars can be easily arranged even when they are arranged.
[0008]
[Means for Solving the Problems]
The invention according to claim 1 is a CFT structural column formed by alternately connecting an inner steel pipe and an outer steel pipe in a vertical direction at a steel pipe joint portion, and joining beams at a predetermined floor height,
Forming the outer diameter of the inner steel pipe smaller than the inner diameter of the outer steel pipe;
The steel pipe joint portion is within the range of the length of the inner column formed between the beams on the upper and lower floors, and the end portion of the inner steel pipe is provided with a predetermined mounting clearance without interposing a filler, and Formed by fitting inside the steel pipe with a predetermined joint length,
This is a CFT structure column.
[0009]
The invention according to claim 2 is the CFT structure pillar according to claim 1,
Two steel pipe joints are provided in the column head length and column base for each floor within the range of the inner column length, the inner steel pipe joined with the beam, and the outer steel pipe not joined with the beam And alternately formed
This is a CFT structure column.
[0010]
The invention according to claim 3 is the CFT structure pillar according to claim 1,
Two said steel pipe joint parts are provided in the column head length and column base part for each floor within the range of the inner column length, the inner steel pipe not joined to the beam, and the outer steel pipe joined to the beam And alternately formed
This is a CFT structure column.
[0011]
The invention according to claim 4 is the CFT structure pillar according to claim 1,
The steel pipe joint is provided in either the column head or the column base for each floor within the range of the inner column length, and the inner steel pipe joined with the beam and the outer steel pipe joined with the beam. And alternately formed
This is a CFT structure column.
[0013]
The invention according to claim 5 is the CFT structure pillar according to any one of claims 1 to 4 ,
The concrete in the inner steel pipe that forms the steel pipe joint portion, and the concrete in the outer steel pipe that has been removed from the steel pipe joint portion is disposed across a reinforcing rebar,
This is a CFT structure column.
[0014]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, embodiments of the present invention will be described with reference to the drawings.
FIG. 1 is a longitudinal sectional view of a CFT structure column according to a first embodiment of the present invention, and FIG. 2 is an enlarged transverse sectional view of a steel pipe joint portion of the CFT structure column shown in FIG.
[0015]
The CFT structure column 1A according to the first embodiment of the present invention is formed by alternately connecting the inner steel pipe 7 and the outer steel pipe 8 in the vertical direction at the steel pipe joint portion 9, and joining the beams 11 at a predetermined floor height H. Structure.
[0016]
As shown in FIG. 2, the inner steel pipe 7 and the outer steel pipe 8 are circular steel pipes having a circular cross section.
The inner steel pipe 7 has a beam 11 bonded to the outer side of the central portion in the vertical direction, and the inner diaphragm 3 bonded to the inner side of the position where the beam 11 is bonded.
The inner steel pipe 7 is formed so that the outer diameter Bio is smaller than the inner diameter Boi of the outer steel pipe 8 and its end is easily fitted into the outer steel pipe 8.
The cross-sectional shape of both the steel pipes 7 and 8 may be other shapes such as an ellipse, a square, a rectangle, a pentagon, and a hexagon other than a circle, and may be a similar shape.
[0017]
The steel pipe joint portion 9 has an end portion of the inner steel pipe 7 joined to the beam 11 within the range of the inner column length Ho formed between the beams 11 on the upper and lower floors, and the outer steel pipe to which the beam 11 is not joined. 8 is formed by fitting with a predetermined joint length L1.
Thus, since the internal steel pipe 7 and the external steel pipe 8 are fitted at the position of the steel pipe joint portion 9, no column axial force (compressive force, tensile force) acts on the internal steel pipe 7 and the external steel pipe 8.
The column axial force is borne by the internal steel pipe 7, the reinforcing steel bars 5 and the concrete 6 inside the external steel pipe 8.
[0018]
Two steel pipe joint portions 9 are provided in the column head and the column base for each floor within the range of the inner column length Ho.
As shown in FIG. 2, a predetermined mounting clearance CL <b> 1 is provided between the outer surface of the inner steel pipe 7 that forms the steel pipe joint portion 9 and the inner surface of the outer steel pipe 8.
This mounting clearance CL1 is set in consideration of the clearance in manufacturing the steel frame, the cross-sectional shape of the standard product in the inner steel pipe 7 and the outer steel pipe 8, the synergistic effect of the confining effect between the inner steel pipe 7 and the outer steel pipe 8.
Furthermore, the reinforcing steel bars 5 are arranged across the concrete 6 in the internal steel pipe 7 that forms the steel pipe joint portion 9 and the concrete 6 in the external steel pipe 8 that is detached from the steel pipe joint portion 9.
[0019]
Bii is the inner diameter of the inner steel pipe 7, Ti is the thickness of the inner steel pipe 7, Boo is the outer diameter of the outer steel pipe 8, To is the thickness of the outer steel pipe 8, Li 1 is the length of the inner steel pipe 7, and Lo 1 is the outer steel pipe 8. The length, So, indicates a gap (for example, 20 mm) provided so as not to transmit the column axial force (compression force, tensile force) between the outer steel pipe 8 and the beam 11.
[0020]
In the case of the first embodiment, as a matter of course, the ends of the inner steel pipe 7 on the lower floor and the inner steel pipe 7 on the upper floor are separated.
When the inner steel pipe 7 and the outer steel pipe 8 are connected to each other by the steel pipe joint portion 9 and extended upward, the inner steel pipe 7 is fitted into the outer steel pipe 8 with the joint length L1 and attached. The inner steel pipe 7 and the outer steel pipe 8 may be vertically supported by a predetermined temporary material.
If the concrete 6 filled in the inner steel pipe 7 and the outer steel pipe 8 is hardened, a gap So is secured between the outer steel pipe 8 and the beam 11 even if the spacer and the temporary material are removed.
[0021]
According to the CFT structure column 1A of the first embodiment, the ends of the inner steel pipe 7 and the outer steel pipe 8 are joined to each other by the relatively movable steel pipe joint portion 9 and are extended upward. Since it is not exposed, the bending moment can be resisted without arranging the reinforcing reinforcing bars 5, and the confining effect can be exerted over the entire range of the inner column length Ho.
And since the steel pipe joint part 9 was provided in the column head part and column base part for every floor, both the steel pipes 7 and 8 which form this steel pipe joint part 9 can resist a big bending moment.
[0022]
In addition, since the mounting clearance CL1 is provided between the inner steel pipe 7 and the outer steel pipe 8, the confining effect by the outer steel pipe 8 appears after the inner steel pipe 7 develops the confining effect. In addition, safety can be improved.
Furthermore, since the end of the external steel pipe 8 is separated from the beam 11, the column axial force (compression force, tensile force) does not act on the external steel pipe 8, and the external steel pipe 8 does not transmit the column axial force.
Since the reinforcing reinforcing bars 5 can be arranged without penetrating the inner diaphragm 3, the reinforcing reinforcing bars 5 can be easily arranged with good workability.
[0023]
In addition, since the reinforcing steel bars 5 are arranged across the concrete 6 in the inner steel pipe 7 forming the steel pipe joint portion 9 and the concrete 6 in the outer steel pipe 8 removed from the steel pipe joint portion 9, the column axial force is reduced. It can also be applied to a column on which a tensile force acts.
Further, when the inner steel pipe 7 and the outer steel pipe 8 are extended upward, the inner steel pipe 7 is simply fitted and mounted in the outer steel pipe 8, and a spacer is disposed between the outer steel pipe 8 and the beam 11, and the inner steel pipe 7 and Since the outer steel pipe 8 may be supported vertically with a predetermined temporary material, it is not necessary to adjust the concentricity, and the inner steel pipe 7 and the outer steel pipe 8 can be temporarily set.
[0024]
FIG. 3 is a longitudinal sectional view of a CFT structure column according to the second embodiment of the present invention.
[0025]
The CFT structure column 1B according to the second embodiment of the present invention is formed by alternately connecting the inner steel pipe 7 and the outer steel pipe 8 in the vertical direction at the steel pipe joint portion 9, and joining the beams 11 at a predetermined floor height H. Structure.
[0026]
The steel pipe joint portion 9 has an end portion of the inner steel pipe 7 to which the beam 11 is not joined within the range of the inner column length Ho formed between the beams 11 on the upper and lower floors, and the outer steel pipe to which the beam 11 is joined. 8 is formed by fitting with a predetermined joint length L1.
Two steel pipe joint portions 9 are provided in the column head and the column base for each floor within the range of the inner column length Ho.
As shown in FIG. 2, a predetermined mounting clearance CL <b> 1 is provided between the outer surface of the inner steel pipe 7 that forms the steel pipe joint portion 9 and the inner surface of the outer steel pipe 8.
[0027]
Li2 is the length of the inner steel pipe 7, Lo2 is the length of the outer steel pipe 8, and Si is an interval provided so as not to transmit the column axial force (compression force, tensile force) between the inner diaphragm 3 and the inner steel pipe 7. (For example, 20 mm).
[0028]
According to the CFT structure pillar 1B of the second embodiment, the same effects as those of the CFT structure pillar 1A of the first embodiment can be obtained.
[0029]
FIG. 4 is a longitudinal sectional view of a CFT structure column according to a third embodiment of the present invention.
[0030]
The CFT structural column 1C according to the third embodiment of the present invention is formed by alternately connecting the inner steel pipe 7A and the outer steel pipe 8A in the vertical direction at the steel pipe joint portion 9, and joining the beams 11 at a predetermined floor height H. Structure.
[0031]
As shown in FIG. 2, the inner steel pipe 7A and the outer steel pipe 8A are circular steel pipes having a circular cross section.
In the inner steel pipe 7A and the outer steel pipe 8A, the beam 11 is joined to the outside of the central portion in the vertical direction, and the inner diaphragm 3 is joined to the inside of the position where the beam 11 is joined.
As shown in FIG. 2, the inner steel pipe 7A has an outer diameter Bio smaller than an inner diameter Boi of the outer steel pipe 8A, and its end is easily fitted into the outer steel pipe 8A.
The cross-sectional shape of both the steel pipes 7A and 8A may be other shapes such as an ellipse, a square, a rectangle, a pentagon, and a hexagon other than a circle, and may be any similar shape.
[0032]
The steel pipe joint portion 9 has an end portion of the inner steel pipe 7A joined to the beam 11 in the range of the inner column length Ho formed between the beams 11 on the upper and lower floors, and the outer steel pipe 8A joined to the beam 11. Is fitted and mounted at a predetermined joint length L1.
And the steel pipe coupling part 9 is provided in the range of the internal column length Ho in any one of a column head or a column base for every floor, and in this embodiment, a column base.
As shown in FIG. 2, a predetermined mounting clearance CL <b> 1 is provided between the outer surface of the inner steel pipe 7 </ b> A that forms the steel pipe joint portion 9 and the inner surface of the outer steel pipe 8 </ b> A.
Further, the reinforcing reinforcing bars 5 are disposed across the concrete 6 in the internal steel pipe 7A forming the steel pipe joint portion 9 and the concrete 6 in the external steel pipe 8A that is detached from the steel pipe joint portion 9.
[0033]
Li3 indicates the length of the inner steel pipe 7A, and Lo3 indicates the length of the outer steel pipe 8A.
[0034]
According to the CFT structure column 1C of the third embodiment, the steel pipe joint portion 9 is provided only on the column base portion within the range of the internal column dimension Ho, but the CFT structure column 1A of the first or second embodiment. , 1B can be obtained.
[0035]
In each of the above-described embodiments, the example in which the reinforcing reinforcing bars 5 are arranged in consideration of the tensile force of the column axial force has been shown. However, when applied to a portion where the tensile force of the column axial force does not act, that is, the column axial force is compressed. In the case of only force, the reinforcing steel bars 5 can be omitted.
Moreover, in 3rd Embodiment, you may join the aspect which turned the drawing upside down, ie, the internal steel pipe 7A and the external steel pipe 8A by the steel pipe joint part 9 by the column head of internal column length Ho.
[0036]
【The invention's effect】
According to the first aspect of the present invention, the inner steel pipe and the outer steel pipe are joined by the steel pipe joint portion and extended upward, that is, the concrete is not exposed, so that it resists the bending moment without arranging reinforcing steel bars. In addition, the confining effect can be exerted over the entire range of the inner column length, and the construction for achieving the intended purpose can be carried out economically.
When the inner steel pipe and the outer steel pipe are extended upward, the inner steel pipe is simply fitted and mounted in the outer steel pipe, and a spacer is disposed between the outer steel pipe and the beam, and the inner steel pipe and the outer steel pipe are vertically arranged in a predetermined direction. Since it only has to be supported by a temporary material, there is no need to adjust the concentricity, and the internal steel pipe and the external steel pipe can be easily set up.
[0037]
According to invention of Claim 2 or Claim 3, since the steel pipe joint part was provided in the column head length and the column base part for every floor in the range of the internal column length, the inside which forms a steel pipe joint part A double structure of the confining effect of the steel pipe and the outer steel pipe can resist a large bending moment, and when reinforcing steel bars are straddled across the upper and lower inner steel pipes, the reinforcing steel bars do not penetrate the inner diaphragm. The reinforcing reinforcing bars can be arranged easily and with good workability.
According to invention of Claim 4, since the steel pipe joint part was provided in any one of the column head or the column base part for each floor in the range of the internal column length, the number of the steel pipe joint parts, the length of the steel pipe The steel structure and workability are improved.
[0038]
According to the first aspect of the present invention, since the predetermined mounting clearance is provided between the inner surface of the outer steel pipe and the outer surface of the inner steel pipe, the inner steel pipe develops a confining effect and then expands. Since the find effect is manifested, the safety can be improved twice.
According to the invention of claim 5 , since the reinforcing steel bars are arranged straddling the concrete in the inner steel pipe forming the steel pipe joint part and the concrete in the outer steel pipe separated from the steel pipe joint part, It can also be applied to a column on which a tensile force acts.
[Brief description of the drawings]
FIG. 1 is a longitudinal sectional view of a CFT structure column according to a first embodiment of the present invention.
FIG. 2 is an enlarged cross-sectional view of a steel pipe joint portion of the CFT structure column shown in FIG.
FIG. 3 is a longitudinal sectional view of a CFT structure column according to a second embodiment of the present invention.
FIG. 4 is a longitudinal sectional view of a CFT structure column according to a third embodiment of the present invention.
FIG. 5 is a longitudinal sectional view showing an example of a conventional CFT structure column.
[Explanation of symbols]
1, 1A to 1D CFT structural column 2 Jointed steel pipe 3 Inner diaphragm 4 Intermediate steel pipe 5 Reinforcement reinforcing steel 6 Concrete 7, 7A Internal steel pipe 8, 8A External steel pipe 9 Steel pipe joint 11 Beam Gh Beam formation H Floor height Ho Inner column length Bio, Boo Outer diameter Bii, Boi Inner diameter Ti, To Thickness CL1 Mounting clearance Li1 to Li3 Length Lo1 to Lo3 Length L1 Joint length Si Distance So Gap

Claims (5)

内部鋼管と外部鋼管とを鋼管継手部で縦方向へ交互に継いで形成され、所定の階高で梁を接合したＣＦＴ構造柱であって、
前記内部鋼管は、その外径を前記外部鋼管の内径より小さく形成され、
前記鋼管継手部は、上下階の前記梁の間に形成された内法柱長さの範囲に、前記内部鋼管の端部を、所定の装着クリアランスを設けつつ充填材を介在させないで、前記外部鋼管の内側に所定の継手長さで嵌め込み装着して形成されている、
ことを特徴とするＣＦＴ構造柱。A CFT structural column formed by alternately connecting an inner steel pipe and an outer steel pipe in a vertical direction at a steel pipe joint, and joining beams at a predetermined floor height,
The inner steel pipe is formed with an outer diameter smaller than an inner diameter of the outer steel pipe,
The steel pipe joint portion has an end portion of the inner steel pipe within a range of an inner column length formed between the beams on the upper and lower floors, and is provided with a predetermined mounting clearance without interposing a filler. It is formed by fitting and mounting with a predetermined joint length inside the steel pipe,
CFT structure pillar characterized by the above. 請求項１に記載のＣＦＴ構造柱において、
前記鋼管継手部は、前記内法柱長さの範囲に、各階毎に柱頭部および柱脚部に２つ設けられ、前記梁を接合した前記内部鋼管と、前記梁を接合していない前記外部鋼管とを交互に継いで形成されている、
ことを特徴とするＣＦＴ構造柱。The CFT structure pillar according to claim 1,
Two steel pipe joints are provided in the column head length and the column base for each floor within the range of the inner column length, and the inner steel pipe joined with the beam and the outer part not joined with the beam. It is formed by alternately connecting steel pipes,
CFT structure pillar characterized by the above. 請求項１に記載のＣＦＴ構造柱において、
前記鋼管継手部は、前記内法柱長さの範囲に、各階毎に柱頭部および柱脚部に２つ設けられ、前記梁を接合していない前記内部鋼管と、前記梁を接合した前記外部鋼管とを交互に継いで形成されている、
ことを特徴とするＣＦＴ構造柱。The CFT structure pillar according to claim 1,
The steel pipe joint portion is provided in the range of the inner column length, and is provided in each column head and column base for each floor, and the inner steel pipe not joined to the beam and the outer joined to the beam. It is formed by alternately connecting steel pipes,
CFT structure pillar characterized by the above. 請求項１に記載のＣＦＴ構造柱において、
前記鋼管継手部は、前記内法柱長さの範囲に、各階毎に柱頭部または柱脚部のいずれか一方に設けられ、前記梁を接合した前記内部鋼管と、前記梁を接合した前記外部鋼管とを交互に継いで形成されている、
ことを特徴とするＣＦＴ構造柱。The CFT structure pillar according to claim 1,
The steel pipe joint portion is provided on either the column head or the column base for each floor within the range of the inner column length, and the inner steel pipe that joins the beam and the outer that joins the beam. It is formed by alternately connecting steel pipes,
CFT structure pillar characterized by the above. 請求項１から請求項４のいずれか１項に記載のＣＦＴ構造柱において、
前記鋼管継手部を形成する前記内部鋼管内のコンクリートと、前記鋼管継手部から外れた前記外部鋼管内のコンクリートとに補強鉄筋を跨らせて配置した、
ことを特徴とするＣＦＴ構造柱。In the CFT structure pillar according to any one of claims 1 to 4,
The concrete in the inner steel pipe that forms the steel pipe joint portion, and the concrete in the outer steel pipe that has been removed from the steel pipe joint portion is disposed across a reinforcing rebar,
CFT structure pillar characterized by the above.
JP2001001700A 2001-01-09 2001-01-09 CFT structural pillar Expired - Fee Related JP4468596B2 (en)

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