JP3629638B2

JP3629638B2 - Steel column and steel beam joint structure for steel structure with high rigidity and excellent damage controllability

Info

Publication number: JP3629638B2
Application number: JP2000064591A
Authority: JP
Inventors: 一郎竹内; 忠義岡田; 暢芳宇野; 一朗井上
Original assignee: Nippon Steel Corp; Kansai Technology Licensing Organization Co Ltd
Current assignee: Nippon Steel Corp; Kansai Technology Licensing Organization Co Ltd
Priority date: 2000-03-09
Filing date: 2000-03-09
Publication date: 2005-03-16
Anticipated expiration: 2020-03-09
Also published as: JP2001254436A

Description

【０００１】
【発明の属する技術分野】
本発明は、例えば、鋼構造建築物を構築する際にＨ形鋼や閉鎖断面を有する角形鋼管を柱材とし、この柱材の側部にＨ形鋼、Ｉ形鋼、Ｃ形鋼等からなる梁材を取り付ける、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁との接合構造に関するものである。
【０００２】
【従来の技術】
近年、耐震性を向上させるために、柱材として閉鎖断面を有する角形鋼管やＨ形鋼を用い、梁材としてＨ形鋼を用いた両方向ラーメン構造が多用されており、例えば、両方向ラーメン構造を得るための閉鎖断面を有する角形鋼管柱と梁材との接合には、図１０に示すような通しダイヤフラム形式が一般的であり、柱材としての角形鋼管柱１ｐとダイヤフラム３の接合、ダイヤフラム３と梁材としての鋼製梁２との接合は溶接ｗによって行われている。
【０００３】
このような通しダイヤフラム形式の接合構造においては、柱−梁仕口部で溶接が多用されており、柱・梁部材の溶接を含む加工作業負担が多大となり施工コスト負担が大きく、施工工期も長くなる。また、鋼製梁２は、応力の最も厳しい梁端で角形鋼管柱１ｐに溶接ｗしており、接合部の剛性を安定確保するのが難しい。また、大地震時や強風時には、柱・梁部材の塑性変形を許容するように設計されているため、被災時の補修が困難で多大の補修費用が必要になるなどの問題がある。
【０００４】
そのため、最近では、図１１に示すように、ダイヤフラムを用いず、閉鎖断面の角形鋼管柱１ｐにスプリットティーやエンドプレートなどの接合金物４ｓをワンサイドボルト５で接合し、この接合金物４を介して鋼製梁２を角形鋼管柱１ｐにボルト６で接合するようにして溶接負担を軽減する接合構造も提案されている。（参考文献特開平１１−２６９９８５号公報）この接合構造においては、柱に閉鎖断面の角形鋼管柱１ｐ、梁に鋼製梁２を用いた引張ボルト接合部構造では、加工工数が少なく溶接技能も必要としないので、この点でダイヤフラム形式の接合構造より改善されている。
【０００５】
しかし、鋼製梁２に引っ張り荷重が作用したとき、この荷重が接合金物４を介して角形鋼管柱１ｐの接合面に作用し、その結果、角形鋼管柱１ｐの面外変形で、荷重に抵抗することになり、かかる接合面の変形によりダイヤフラム形式の接合構造に比較して接合部の剛性が低下し、かつ耐力も低くなる。また、大地震や強風時には、柱・梁部材の塑性変形を許容するように設計されているため、被災時の被害が全体に及ぶことになり、補修が困難で多大の補修費用が必要になるなどの問題がある。
【０００６】
【発明が解決しようとする課題】
本発明は、柱・梁部材の加工および施工の工数を節減するとともに、骨組変形の大半を支配する柱・梁の曲げ変形領域を低減することにより柱・梁部材断面のサイズを小さくしても骨組剛性を強化でき、大地震や強風による被災時には、骨組損傷制御により被害を接合要素の範囲に止め、接合要素の交換のみの補修で済む、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造を提供する。
【０００７】
【課題を解決するための手段】
本発明は、以下の（１）〜（１３）の発明から構成されるものである。
（１）．鋼製柱と鋼製梁との接合構造において、鋼製梁の先端部が、鋼製梁に作用する軸力＋剪断力に対して主に抵抗する接合要素（鋼製柱、鋼製梁から伝達される荷重を主に引張・圧縮力（軸力）、剪断力とし、この荷重に対して抵抗する機能を有する接合金物やダンパー等の接合要素を示し、以下「軸力＋剪断力抵抗要素」という。）を介して鋼製柱に緊結されており、なおかつ、梁の一方のフランジが、軸力＋剪断力抵抗要素の取付部より後端側で主に軸力が作用する方づえ状の接合要素（鋼製柱、鋼製梁から伝達される荷重を主に引張・圧縮力（軸力）とし、この荷重に対して抵抗する機能を有する接合金物やダンパー等の接合要素を示し、以下「軸力抵抗要素」という。）を介して鋼製柱に緊結されており、該軸力抵抗要素が、地震や強風時に建物に入力されるエネルギーを吸収し建物の耐震・耐風性能を向上させる制振機構を有するものであることを特徴とする、高剛性かつ軽量で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（２）．鋼製柱と鋼製梁との接合構造において、鋼製梁の先端部が軸力＋剪断力抵抗要素を介して鋼製柱に緊結されており、なおかつ、両方のフランジが軸力＋剪断力抵抗要素の取付部より後端側で軸力抵抗要素を介して鋼製柱に緊結されており、該軸力抵抗要素が、地震や強風時に建物に入力されるエネルギーを吸収し建物の耐震・耐風性能を向上させる制振機構を有するものであることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（３）．鋼製柱と鋼製梁との接合構造において、鋼製梁の一方のフランジが軸力抵抗要素を介して鋼製柱に緊結されており、他方のフランジが、水平板、鉛直板、つなぎ材により構成されかつ水平板と鉛直板を一体化してなる軸力＋剪断力＋曲げ力が作用する接合要素（鋼製柱、鋼製梁から伝達される荷重を主に引張・圧縮力（軸力）、剪断力、曲げ力とし、この荷重に対して抵抗する機能を有する接合金物やダンパー等の接合要素を示し、以下「軸力＋剪断力＋曲げ力抵抗要素」という。）を介して鋼製柱に緊結されており、前記軸力抵抗要素および前記軸力＋剪断力＋曲げ力抵抗要素が、地震や強風時に建物に入力されるエネルギーを吸収し建物の耐震・耐風性能を向上させる制振機構を有するものであることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁との接合構造。
（４）．（１）〜（３）のいずれかにおいて、前記各接合要素と鋼製梁、および前記各接合要素と鋼製柱とが、ボルト（ボルト・ナットを意味し、以下単に「ボルト」という。）により緊結されていることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（５）．（１）〜（４）のいずれかにおいて、軸力抵抗要素および／または軸力＋剪断力＋曲げ力抵抗要素が、水平板（接合要素を鋼製梁のフランジに緊結する機能を有する厚鋼板などの板状体を示し、以下「水平板」という。）、鉛直板（接合要素を鋼製柱に緊結する機能を有する厚鋼板などの板状体を示し、以下「鉛直板」という。）、つなぎ材｛水平板と鉛直板を結合する機能を有する厚鋼板などの板状体、棒状体（鋼棒、鋼管、形鋼）またはこれらを組み合わせたもの、ダンパー等を示し、以下「つなぎ材」という。｝により構成されていることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（６）．（５）において、前記制振機構が、接合要素の前記つなぎ材に組み込まれた履歴型ダンパーによって形成されていることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（７）．（６）において、前記接合要素のつなぎ材が、柱・梁部材より降伏点の低い鋼材であることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（８）．（５）において、前記制振機構が、接合要素の前記つなぎ材に組み込まれた粘性型ダンパーによって形成されていることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（９）．（５）〜（８）のいずれかにおいて、接合要素の水平板、鉛直板が柱・梁部材よりも降伏点の高い鋼材で形成されていることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（１０）．（６）または（７）において、前記接合要素のつなぎ材が、つなぎ材本体との間に潤滑層を介在させて座屈拘束用治具を配したものであることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（１１）．（５）〜（１０）のいずれかにおいて、前記接合要素のつなぎ材が、座屈補剛構造を有するものであることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（１２）．（１）〜（１１）のいずれかにおいて、前記鋼製柱と鋼製梁の接合構造が、鋼製柱の１以上の側部において、少なくとも１箇所以上の箇所で適用されていることを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
（１３）．（１２）において、鋼製柱の両側部に接合する、軸力抵抗要素、軸力＋剪断力抵抗要素、軸力＋剪断力＋曲げ力抵抗要素の鉛直板どうしを、該鉛直板と鋼製柱に貫通させて挿通した共通の長締めボルトで緊結したことを特徴とする、高剛性で損傷制御性に優れた鉄骨構造用の鋼製柱と鋼製梁の接合構造。
【０００８】
【発明の実施の形態】
本発明は、建造物の中柱、側柱となるＨ形鋼柱や角形鋼管柱等の鋼製柱の側部に、鋼製梁（圧延や溶接加工によって得られるＨ形、Ｉ形、Ｃ形、その他の形の断面を有する各種の形鋼等からなる鋼製の梁を意味し、以下「鋼製梁」という。）を軸力抵抗要素と軸力＋剪断力抵抗要素または軸力抵抗要素と剪断力抵抗要素を介して、あるいは軸力抵抗要素と軸力＋剪断力＋曲げ力抵抗要素を介して接合する鋼製柱と鋼製梁との接合構造であって、ブレースを配置しない高剛性骨組として設計の自由度を大きくすることができ、梁部材の断面サイズを小さくして骨組剛性を強化でき、かつ、柱・梁部材の加工および施工の工数を節減できる。
【０００９】
また、鋼製柱・鋼製梁に対する軸力抵抗要素または軸力抵抗要素と軸力＋剪断力＋曲げ力抵抗要素により骨組損傷制御が可能で、大地震や強風による被災時には被害を極力、抵抗要素（接合要素）に止め、この抵抗要素（接合要素）の交換のみの補修に止めて補修作業負担、補修コストを軽減し、補修工期を大幅に短縮することができる。なお、柱・梁仕口部をブラケット形式としないため、柱・梁部材、抵抗要素（接合要素）を分離して輸送することにより輸送効率を大幅に向上させることができる。
【００１０】
（１）の発明では、軸力抵抗要素および剪断＋軸力抵抗要素を介して鋼製柱・鋼製梁を接合する鋼製柱・鋼製梁の接合構造であり、垂直荷重が鋼製梁に作用した場合の鋼製梁の回転中心が、鋼製梁端部の［軸力＋剪断力抵抗要素］となり、鋼製梁フランジに取り付けられている軸力抵抗要素で鋼製梁に作用する荷重を鋼製柱に伝達する簡易な接合構造にしており、特に柱・梁部材の加工工数および施工の工数を節減することができる。
【００１１】
また、鋼製柱・鋼製梁のフランジに軸力抵抗要素を取り付けることにより、柱・梁に作用する最大曲げモーメントを低減し、柱・梁部材の断面のサイズを小さくできる。また、柱・梁フランジに軸力抵抗要素を取り付けることは、骨組変形の大半を支配する柱・梁の曲げ変形領域の低減にもつながるため、断面サイズを小さくしても、なお、骨組剛性を強化できる。例えば、梁部材では応力が最も厳しくなるのは、梁端より内側となるため、梁部材断面のサイズを小さくすること（スパンを小さくするのと同じ効果）が可能である。
また、各抵抗要素（接合要素）と鋼製柱・鋼製梁が強固に一体化されていることは、被害が全体に及び大きくなる恐れがあるので、抵抗要素（接合要素）にエネルギー吸収機能を付加して損傷制御骨組として、地震や強風時に建物に入力されるエネルギーを抵抗要素（接合要素）で吸収し、建物全体の耐震、耐風性能を確保するとともに、被災時には、被害が抵抗要素（接合要素）にのみ発生させ、抵抗要素（接合要素）のみの補修にとどめられるようにすることが有効である。エネルギー吸収機構（制振機構）としては、履歴型ダンパーや粘性型ダンパーを用いることができる。
【００１２】
（２）の発明では、上下の軸力抵抗要素および剪断＋軸力抵抗要素を介して鋼製柱と鋼製梁を接合することにより、柱・梁の曲げ変形が生じる長さを短くし骨組剛性を強化することができる。例えば、梁部材では応力が最も厳しくなるのは、鋼製梁端より内側となるため、梁部材断面のサイズを小さくすること（スパンを小さくするのと同じ効果）が可能である。
【００１３】
垂直荷重が鋼製梁に作用した場合の鋼製梁の回転中心が、鋼製梁端部の［軸力＋剪断抵抗要素］となり、この抵抗要素および、鋼製梁のフランジに取り付けられている［軸力抵抗要素］により梁部材に作用する曲げ・剪断荷重を鋼製柱に伝達する接合構造にしている。ここでは、軸力抵抗要素は上下に配置するため、柱・梁部材の加工工数および施工の工数を節減および柱・梁断面のサイズを小さくする観点では、（１）の発明に比較すると十分とは言えないが、軸力抵抗要素を上下に配置するため、骨組変形の大半を支配する柱・梁の曲げ変形領域を十分に低減することが可能になり、骨組剛性をより安定的に強化することができる。なお、（２）の発明においても、（１）の発明と同様の制振機構を有する。
【００１４】
（３）の発明では、鋼製梁の片側フランジが軸力抵抗要素を介して鋼製柱の側部に連結されており、もう一方のフランジが、軸力＋剪断力＋曲げ力抵抗要素を介して鋼製柱に緊結されているため、垂直荷重が梁に作用した場合の鋼製梁の回転中心が、［軸力＋剪断力＋曲げ力抵抗要素］となり、一方の鋼製梁のフランジに取り付けられている軸力抵抗要素で鋼製梁に作用する曲げ剪断荷重を鋼製柱に伝達する簡易な接合構造にしており、柱・梁部材の加工工数および施工の工数を節減することができる。
【００１５】
また、鋼製柱・鋼製梁のフランジに軸力抵抗要素を取り付けることにより、骨組変形の大半を支配する柱・梁の曲げ変形領域を低減し、柱・梁に作用する最大曲げモーメントを低減可能なため、柱・梁断面のサイズを小さくしても骨組剛性を強化することができる。なお、（３）の発明においても、（１）の発明と同様の制振機構を有する。
【００１６】
（１）〜（３）の発明において、鋼製柱・鋼製梁と各抵抗要素（接合要素）との緊結は、溶接でも可能ではあるが、大地震や強風時の作用応力がもっとも厳しい部位には、鋼製柱・鋼製梁と抵抗要素（接合要素）の応力分離が容易で一体破壊を生じにくいし、鋼製柱・鋼製梁と抵抗要素（接合要素）の着脱が容易なボルト接合にすることが好ましい。また、接合部の加工・施工工数の削減の観点からもボルト接合にすることが好ましい。
【００１７】
また、抵抗要素（接合要素）中でも、つなぎ材を厚鋼板で形成した場合などでは、座屈して十分に機能を発揮できないことも予想されるので、例えば、つなぎ材の外周に筒状の座屈拘束用治具を配し、その内周面が、つなぎ材の外周面と摺動可能にすることが有効であり、この場合、摺動面間に潤滑処理を施すことが有効である。また、つなぎ材を、例えば断面がＩ型またはＨ型或いはＴ字型などのフランジやリブの座屈補剛機能を有するものにして座屈を抑制することが有効である。
【００１８】
また、抵抗要素（接合要素）の交換を容易にするために、軸力抵抗要素、剪断力抵抗要素および軸力＋剪断力抵抗要素、軸力＋剪断力＋曲げ力抵抗要素を構成する水平板、鉛直板は軽量であることが有効であり、柱・梁部材よりも降伏点が高くなるようにすることが有効である。
【００１９】
なお、本発明の接合構造は、鋼製梁を鋼製柱の１〜４側部のいずれかにおいて、１箇所または上下方向の複数箇所で、鋼製梁を鋼製柱の複数の側部に接合する場合において適用が可能であり、複数の側部、複数箇所に適用する場合に接合構造をすべて同じにすることは不可欠ではない。また、鋼製柱の相対する両側部に鉛直板を接合する場合には、鉛直板どうしを該鉛直板と鋼製柱に貫通させて挿通した共通の長締めボルトで緊結することも有効である。この場合には、鋼製柱が閉鎖断面を有する角形鋼管柱であっても高価なワンサイドボルトを使用しなくてもよい。また、長締めボルトによる柱フランジの面外変形を抑える効果も期待できる。
【００２０】
【実施例】
（実施例１）
以下に本発明の実施例１を図１に基づいて説明する。この実施例１は（１）の発明に係るものであり、柱材であるＨ形鋼の側部に梁材であるＨ形鋼を、軸力抵抗要素と軸力＋剪断力抵抗要素を介してボルト接合したＨ形鋼柱とＨ形鋼梁の接合構造である。
【００２１】
図１（ａ）において、１はフランジ１ａに複数のボルト孔を有するＨ形鋼柱、２は、下フランジ２ａとウエブ端部に複数のボルト孔を有する鋼製梁で、その先端のウエブ２ｕを、一対のアングル材４を介してＨ形鋼柱１のフランジ１ａにボルト６で接合し、鋼製梁２の先端から距離ｘ離れた領域で鋼製梁２の下フランジ２ａを、つなぎ材７の水平板８にボルト接合し、このつなぎ材７の鉛直板９を、鋼製梁２の下フランジ２ａの下面から距離ｙ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合してなるものである。アングル材４は、図１（ｃ）に示すように、複数のボルト孔４ａを有する鉛直板４ｃと複数のボルト孔４ｂを有する梁取付板４ｄによりに形成されたものである。
【００２２】
また、つなぎ材７は、図１（ｂ）に示すように、水平端面と垂直端面を有し、水平端面に複数のボルト孔８ａを有する水平板８を接合し、垂直端面に複数のボルト孔９ａを有する鉛直板９を接合してなるものであり厚鋼板を加工して形成されたものである。このつなぎ材７は、Ｈ形鋼柱１とＨ形鋼梁２にボルト６で接合された状態では、Ｈ形鋼柱１の軸に対して角度α（αは２０〜７０度）傾斜している。この実施例では、つなぎ材７（ここでは水平板８、鉛直板９を含む）は軸力抵抗要素になり、アングル材４が軸力＋剪断力抵抗要素になる。図１（ａ）中の１０は、Ｈ形鋼柱１の接合部位に設けた補強リブである。
【００２３】
この実施例では、軸力抵抗要素となる、つなぎ材７は下部側にのみ設け、接合をボルト接合にしているので、高度な熟練を要し作業負担も大きい溶接を必要としない簡易な構造にすることができ、従来の溶接による接合構造に比べて、骨組剛性の低下はなく、コスト低減、施工工期の短縮などの観点で有利である。なお、つなぎ材７は、制振機構を有するものであるが、その制振機構についての図１での図示およびここでの説明は省略する。
【００２４】
（実施例２）
本発明の実施例２を図２に基づいて説明する。この実施例２は（２）の発明に係るものであり、柱材であるＨ形鋼の側部に梁材であるＨ形鋼を、上下の軸力抵抗要素と軸力＋剪断力抵抗要素を介してボルト接合したＨ形鋼柱・Ｈ形鋼梁の接合構造である。
【００２５】
図２において、１はフランジ１ａに複数のボルト孔を有するＨ形鋼柱、２は、上下フランジ２ｂ、２ａおよびウエブ端部に複数のボルト孔を有するＨ形鋼梁で、その先端のウエブ２ｕを、一対のアングル材４を介してＨ形鋼柱１のフランジ１ａにボルト６で接合し、Ｈ形鋼梁２の先端から距離ｘ離れた領域で下フランジ２ａを、つなぎ材７ａの水平板８にボルト６で接合し、このつなぎ材７ａの鉛直板９を、Ｈ形鋼梁２の下フランジ２ａの下面から下方へ距離ｙ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合する。
【００２６】
また、Ｈ形鋼梁２の先端から距離ｘ離れた領域でＨ形鋼梁２の上フランジ２ｂを、つなぎ材７ｂの水平板８にボルト６で接合し、このつなぎ材７ｂの鉛直板９を、Ｈ形鋼梁２の上フランジ２ｂの上面から上方へ距離ｙａ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合する。
【００２７】
アングル材４、つなぎ材７ａ、７ｂは、実施例１と同様のものである。ただし、上側のつなぎ材７ｂは、下側のつなぎ材７ａとは、上下方向で位置関係が反対の状態で接合される。このつなぎ材７ａ、７ｂは、Ｈ形鋼柱１とＨ形鋼梁２にボルト６で接合された状態では、Ｈ形鋼柱１の軸に対して角度α傾斜している。ここでは、つなぎ材７ａ、７ｂ（水平板８、鉛直板９を含む）は軸力抵抗要素になり、アングル材４が軸力＋剪断力抵抗要素になる。
【００２８】
この実施例ではつなぎ材を一対（７ａ、７ｂ）設けているので、加工および施工負担が大きく、コスト、施工工期の面では実施例１の場合より不利であるが、骨組剛性が大きく、また、実施例１の場合よりさらに大断面の柱・梁部材の接合を可能とする。なお、つなぎ材７ａ、７ｂは、制振機構を有するものであるが、その制振機構についての図２での図示およびここでの説明は省略する。
【００２９】
（実施例３）
本発明の実施例３を図３に基づいて説明する。この実施例３は（３）の発明に係るものであり、柱材であるＨ形鋼の側部に梁材であるＨ形鋼梁を、下部側の軸力抵抗要素と上部側の軸力＋剪断力＋曲げ力抵抗要素を介してボルト接合したＨ形鋼柱とＨ形鋼梁の接合構造である。
【００３０】
図３（ａ）において、１はフランジ１ａに複数のボルト孔を有するＨ形鋼柱、２は上下フランジ２ｂ、２ａに複数のボルト孔を有するＨ形鋼梁で、Ｈ形鋼柱１のフランジ１ａに、下側のつなぎ材７と、上側の三角状つなぎ材１１によりボルト６で接合され先端が自由端になっているＨ形鋼梁である。このＨ形鋼梁２は、下フランジ２ａを、つなぎ材７の水平板８とボルト６で接合し、つなぎ材７の鉛直板９を下フランジ２ａの下面から距離ｙ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合する。
【００３１】
また、Ｈ形鋼梁２の先端から距離ｘ離れた領域で上フランジ２ｂを、三角状つなぎ材１１の水平板１２にボルト６で接合し、この三角状つなぎ材１１の鉛直板１３を、上フランジ２ｂの上面から距離ｙｂ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合する。
【００３２】
つなぎ材７は、実施例１と同様のものである。また、三角状つなぎ材１１は、ここでは、図３（ｂ）に示すように、Ｌ型材の鉛直板１３と水平板１２間に三角板１１ａを形成したものであり、鉛直板１３にボルト孔１３ａを有し、水平板１２にボルト孔１２ａを有するもので厚鋼板を加工して形成されたものである。このつなぎ材７、三角状つなぎ材１１は、Ｈ形鋼柱１とＨ形鋼梁２にボルト６で接合された状態では、Ｈ形鋼柱１の軸に対して角度α傾斜している。
【００３３】
なお、三角状つなぎ材としては、図３（ｃ）に示すように、Ｌ型材の鉛直板１３と水平板１２を厚板や棒鋼、鋼管などの単体または組み合わせによる棒材１１ｐを、Ｈ形鋼柱１の軸に対して角度α傾斜させて連結したもので、隅部に空間ｏを形成したものでもよい。
【００３４】
ここでは、つなぎ材７（水平板８、鉛直板９を含む）が軸力抵抗要素になり、三角状つなぎ材１１（水平板１２、鉛直板１３を含む）が軸力＋剪断力＋曲げ力抵抗要素になる。この実施例３の接合構造では、軸力抵抗要素となるつなぎ材７を下側に設け、軸力＋剪断力＋曲げ力抵抗要素となる、三角状つなぎ材１１を上側に設けているが、Ｈ形鋼梁２の先端は自由端になっているため、加工および施工負担増は軽微である。コスト、施工工期の面では実施例１の場合より不利であるが、特に三角状つなぎ材１１による剪断力＋曲げ抵抗要素が強固で骨組剛性が大きく実施例１の場合より安定した柱・梁接合構造が得られる。
【００３５】
なお、この例ではつなぎ材７を下部側に配設して軸力抵抗要素とし、三角状つなぎ材１１を上側に配設して軸力＋剪断力＋曲げ力抵抗要素としているが、三角状つなぎ材１１と同様のつなぎ材を下部側に配設して軸力＋剪断力＋曲げ力抵抗要素とし、つなぎ材７と同様のつなぎ材を上部側に配設して軸力抵抗要素としてもよい。また、つなぎ材７は、制振機構を有するものであるが、その制振機構についての図３での図示およびここでの説明は省略する。
【００３６】
（実施例４）
本発明の実施例４を図４、図５に基づいて説明する。この実施例４は、（９）の発明に係るものであり、ここでは、実施例１と同様に、Ｈ形鋼柱１のフランジ１ａにＨ形鋼梁２を、軸力抵抗要素となる、つなぎ材１４と軸力＋剪断力抵抗要素になるアングル材４を介してボルト６で接合した柱・梁接合構造において、大地震や強風時に建物に入力されるエネルギーを吸収し、建物の耐震・耐強風性能を向上させる制振機構による骨組損傷制御構造を具体的に説明したＨ形鋼柱とＨ形鋼梁の接合構造である。
【００３７】
（実施例４−１）
図４（ａ）において、１４はつなぎ材であり、中間部に制振機構として履歴型ダンパーの１種である摩擦ダンパー１５を組み込んだものである。この摩擦ダンパー１５は、より具体的には、図４（ｂ）に示すように、つなぎ材本体を長さ方向に７_１、７_２に２分割し、この分割つなぎ材７_１、７_２を突き合わせ（隙間があってもよいし、吸収材を介在させて突き合わせてもよい）、突き合わせ部を含む領域の両面に、摩擦板１６ａ、１６ｂを当接して分割つなぎ材７_１、７_２をボルト１７で接合して連結し形成されたものである。この実施例では、つなぎ材１４と摩擦板１６ａ、１６ｂとの摩擦力を作用させることにより大地震、強風時に建物に入力されるエネルギーを吸収し、建物の耐震・耐強風性能を向上させることができる。
【００３８】
この実施例４−１では、Ｈ形鋼柱１、Ｈ形鋼梁２、アングル材４、ボルト６に対する、分割つなぎ材７_１、７_２、摩擦板１６ａ、１６ｂ、ボルト１７の強度と、分割つなぎ材７_１、７_２と摩擦板１６ａ、１６ｂ間の摩擦力を調整し、つなぎ材１４による軸力抵抗を調整することにより、つなぎ材１４を損傷制御材として機能させ、被災時には被害をつなぎ材１４の交換に止め、従来の溶接骨組みの場合にくらべ、補修作業負担、補修コスト負担を軽減し、補修工期を大幅に短縮することが容易になる。
【００３９】
（実施例４−２）
図５（ａ）において、１８はつなぎ材であり、中間部に制振機構として粘性型ダンパーの１種であるオイルダンパー１９を組み込んだものである。このオイルダンパー１９は、より具体的には、図５（ｂ）に示すように、つなぎ材本体を長さ方向に７_１、７_２に２分割し、この分割つなぎ材７_１、７２を角筒体（円筒体でも可）２０内に挿入して、この角筒体２０内で突き合わせ（隙間があってもよいし、粘性材を介在させて突き合わせてもよい）、角筒体２０内にオイルを充填した上で摺動可能な状態にしたものである。この実施例では、分割つなぎ材７_１、７_２と角筒体２０内のオイルとの摺動抵抗力（含む粘性剤）による減衰力を作用させることにより大地震や強風時に建物に入力されるエネルギーを吸収し、建物の耐震・耐強風性能を向上させることができる。
【００４０】
この実施例４−２では、Ｈ形鋼柱１、Ｈ形鋼梁２、アングル材４、ボルル６に対する、つなぎ材１８と角筒体２０の強度、つなぎ材１８と角筒体２０の間の摩擦力を調整し、つなぎ材１８による軸力抵抗を調整することにより、つなぎ材１８を損傷制御材として機能させ、被災時には被害をつなぎ材１８の交換に止め、従来の溶接骨組みの場合にくらべ、補修作業負担、補修コスト負担を軽減し、補修工期を大幅に短縮することが容易になる。
【００４１】
（実施例５）
本発明の実施例５を図６、図７に基づいて説明する。この実施例５は、（１０）、（１１）の発明に係るものであり、基本的には、実施例３と同様、柱材であるＨ形鋼の側部に梁材であるＨ形鋼梁を、下側の軸力抵抗要素と上側の軸力＋剪断力抵抗要素を介してボルト接合したＨ形鋼柱のＨ形鋼梁接合構造であるが、下側の軸力抵抗要素、軸力＋剪断力曲げ力抵抗要素に座屈補剛構造を配したものであり、特に軸力抵抗要素、軸力＋剪断力曲げ力抵抗要素の座屈に対する性能をより安定させ、骨組剛性・強度をより安定にしたＨ形鋼柱とＨ形鋼梁の接合構造である。
【００４２】
（実施例５−１）
図６（ａ）において、１はフランジ１ａに複数のボルト孔を有するＨ形鋼柱、２は、上下フランジ２ｂ、２ａに複数のボルト孔を有するＨ形鋼梁で、Ｈ形鋼柱１のフランジ１ａに、下側のつなぎ材２１と、上側の三角状つなぎ材１１ｏによりボルト６で接合され先端が自由端になっている。
【００４３】
このＨ形鋼梁２は、下フランジ２ａを、下側つなぎ材７の水平板８とボルト６で接合し、鉛直板９を下フランジ２ａの下面から距離ｙ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合する。また、Ｈ形鋼梁２の先端から距離ｘ離れた領域で上フランジ２ｂを、三角状つなぎ材１１ｏの水平板１２にボルト６で接合し、この三角状つなぎ材１１ｏの鉛直板１３を、上フランジ２ｂの上面から距離ｙｂ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合する。
【００４４】
下側のつなぎ材２１は、基本的には実施例３と同様のものであるが、図６（ｂ）に示すように、つなぎ材（本体）７の外周に、角筒状の座屈補剛治具２２を配したものであり、つなぎ材（本体）７の外周面と座屈補剛治具２２間には、座屈を適度に抑制するために、つなぎ材（本体）７と座屈補剛治具２２が効果的に機能分担できる適度の隙間を形成したものである。ここでは、つなぎ材（本体）７と座屈補剛治具２２間に潤滑層２２ｏを介在させて、座屈を生じた場合の摩擦低減策を講じている。
【００４５】
上側の三角状つなぎ材１１ｏは、厚鋼板を加工して形成されたもので、基本的には図３（ｂ）に示したものをベースとして、図６（ｃ）に示すように、三角状つなぎ材１１ｏの三角板１１ａの両側に、三角板１１ａよりやや小さい三角補強板１１ｂ、１１ｃを当接してボルト６ａで接合した座屈補剛構造を有するものである。
【００４６】
この実施例５−１では、下側つなぎ材２１（水平板８、鉛直板９を含む）が軸力抵抗要素になり、三角状つなぎ材１１ｏ（水平板１２、鉛直板１３を含む）が軸力＋剪断力＋曲げ力抵抗要素になる。この実施例５−１の接合構造では、実施例３との比較で言えば、軸力抵抗要素として座屈補剛治具２２付きのつなぎ材２１を下側に設け、軸力＋剪断力＋曲げ力抵抗要素として座屈補剛構造を有する三角状つなぎ材１１ｏを上側に設けているので、座屈補剛治具２２、座屈補剛構造の採用に伴い、加工コスト、施工コスト、施工工期の面では実施例３の場合より不利であるが、つなぎ材（本体）７、三角状つなぎ材１１ｏと座屈補剛治具２２、座屈補剛構造の機能分担により座屈を適度に抑制（制御）することができ、骨組剛性を大きくするとともに、座屈に対して安定した性能を有するＨ形鋼柱とＨ形鋼梁の接合構造が得られる。
【００４７】
（実施例５−２）
図７（ａ）において、１はフランジ１ａに複数のボルト孔を有するＨ形鋼柱、２は、上下フランジ２ｂ、２ａに複数のボルト孔を有するＨ形鋼梁で、Ｈ形鋼柱１のフランジ１ａに、下側のつなぎ材２３と、上側の三角状つなぎ材２４によりボルト６で接合され先端が自由端になっている。
【００４８】
このＨ形鋼梁２は、下フランジ２ａを、下側つなぎ材２３の水平板８とボルト６で接合し、鉛直板９を下フランジ２ａの下面から距離ｙ離れた領域でＨ形鋼柱１のフランジ１ａにボルト６で接合する。また、Ｈ形鋼梁２の先端から距離ｘ離れた領域で上フランジ２ｂを、三角状つなぎ材２４の水平板１２にボルト６で接合し、この三角状つなぎ材２４の鉛直板１３を、上フランジ２ｂの上面から距離ｙｃ離れた領域でＨ形鋼柱１のフランジ１ａにボルト４で接合する。
【００４９】
下側のつなぎ材２３は、図７（ｂ）に示すように、つなぎ材本体２３ａの両側端に、座屈を適度に抑制するための座屈補剛用のフランジ２３ｆを形成したＩ型断面のものである。また、上側の三角状つなぎ材２４は、図７（ｃ）に示すように、三角状つなぎ材本体２４ａの傾斜面に、座屈を適度に抑制するための座屈補剛用のフランジ２４ｆを形成したものである。下側のつなぎ材２３および三角状のつなぎ材２４は、ここでは、厚鋼板を加工して形成されたものであるが、Ｉ形鋼を切断加工して形成してもよい。
【００５０】
この実施例５−２では、下側つなぎ材２３（水平板８、鉛直板９を含む）が軸力抵抗要素になり、三角状つなぎ材２４（水平板１２、鉛直板１３を含む）が軸力＋剪断力＋曲げ力抵抗要素になる。この実施例５−２の接合構造では、実施例３との比較で言えば、軸力抵抗要素として、座屈を適度に抑制するための座屈補剛用のフランジ２３ｆを形成したつなぎ材２３を下側に設け、軸力＋剪断力＋曲げ力抵抗要素として、座屈を適度に抑制するための座屈補剛用のフランジ２４ｆを形成した三角状つなぎ材２４を上側に設けるので、加工コスト、施工コスト、施工工期の面では実施例３の場合より不利であるが、座屈補剛構造を有するつなぎ材２３と三角状つなぎ材２４により、座屈を適度に抑制（制御）することができ、骨組剛性をさらに大きくするとともに、座屈に対してさらに安定した性能を有するＨ形鋼柱とＨ形鋼梁の接合構造が得られる。なお、つなぎ材２３は、制振機構を有するものであるが、その制振機構についての図７での図示およびここでの説明は省略する。
【００５１】
（実施例６）
本発明の実施例６について図８に基づいて説明する。この実施例では柱材として閉鎖断面を有する角形鋼管柱を用い、その側部に梁材であるＨ形鋼梁を、実施例３と同様、下部側の軸力抵抗要素と上部側の軸力＋剪断力＋曲げ力抵抗要素を介してボルト接合した角形鋼管柱とＨ形鋼梁の接合構造である。
【００５２】
図８において、２５は側部に複数のボルト孔を有する角形鋼管柱、２は、上下フランジ２ｂ、２ａに複数のボルト孔を有するＨ形鋼梁である。このＨ形鋼梁２は、下フランジ２ａを、下側のつなぎ材２３の水平板８とボルト６で接合し、下側のつなぎ材２３の鉛直板９を下フランジ２ａの下面から距離ｙ離れた領域で角鋼管柱型２５にワンサイドボルト５で接合する。
【００５３】
また、Ｈ形鋼梁２の先端から距離ｘ離れた領域で上フランジ２ｂを、三角状つなぎ材２４の水平板１２にボルト６で接合し、この三角状つなぎ材２４の鉛直板１３を、上フランジ２ｂの上面から距離ｙｂ離れた領域で角鋼管柱型２５にワンサイドボルト５で接合する。
【００５４】
下側のつなぎ材２３および三角状のつなぎ材２４は、基本的には実施例５−２と同様のものであり、ここでは、厚鋼板を加工して形成されたものであるが、Ｉ形鋼を切断加工して形成してもよい。ここでは、つなぎ材２３（水平板８、鉛直板９を含む）が軸力抵抗要素になり、三角状つなぎ材２４（水平板１２、鉛直板１３を含む）が軸力＋剪断力＋曲げ力抵抗要素になる。
【００５５】
この実施例６の接合構造では、柱材として閉鎖断面を有する角形鋼管柱２５を使用しているため、この角形鋼管柱とつなぎ材２３の鉛直板８、三角状つなぎ材２４の鉛直板１２との接合にワンサイドボルト５を使用している点において異なるが、基本的には、実施例５−２と同様の効果が得られる。なお、つなぎ材２３は、制振機構を有するものであるが、その制振機構についての図８での図示およびここでの説明は省略する。
【００５６】
（実施例７）
本発明の実施例７について図９に基づいて説明する。この実施例では柱材として閉鎖断面を有する角形鋼管柱を用い、その両側部に対称的に梁材であるＨ形鋼梁を、下部側の軸力抵抗要素と上部側の軸力＋剪断力＋曲げ力抵抗要素を介してボルト接合した角形鋼管柱とＨ形鋼梁の接合構造であり、引張力が作用する抵抗要素（接合要素）の応力を、圧縮側に伝達するメカニズムを考慮し、併せて高価なワンサイドボルトの使用を回避することができる。
【００５７】
図９において、２５は側部に複数のボルト孔を有する角形鋼管柱、２_１、２_２は、上下フランジ２ｂ、２ａに複数のボルト孔を有するＨ形鋼梁であり、それぞれ、角形鋼管柱２５の両側部に、下側つなぎ材２３と上側の三角状つなぎ材２４により対称的にボルト６と長締めボルト２６を用いて接合されるものである。このＨ形鋼梁２_１、２_２は、それぞれ下フランジ２ａを、下側のつなぎ材２３の水平板８とボルト６で接合し、このＨ形鋼梁２_１、２_２の下フランジ２ａに接合した下側のつなぎ材２３の鉛直板９を、下フランジ２ａの下面から距離ｙ離れた領域で、角鋼管柱型２５の側部に対称的に当接した状態で、長締めボルト２６を、それぞれの鉛直板９と角鋼管柱型２５を貫通するように挿通し、この長締めボルト２６によって、それぞれの鉛直板９と角鋼管柱型２５を接合する。
【００５８】
また、Ｈ形鋼梁２_１、２_２の先端から距離ｘ離れた領域で上フランジ２ｂを、それぞれ、三角状つなぎ材２４の水平板１２にボルト６で接合し、この三角状つなぎ材２４の鉛直板１３を、上フランジ２ｂの上面から距離ｙｂ離れた領域で角鋼管柱型２５の両側部に対称的に当接した状態で、長締めボルト２６を、それぞれの鉛直板１３と角鋼管柱型２５を貫通するように挿通し、この長締めボルト２６によって、それぞれの鉛直板１３と角鋼管柱型２５を接合する。
【００５９】
下側のつなぎ材２３および三角状のつなぎ材２４は、基本的には実施例６と同様のものであり、下側のつなぎ材２３は、図７（ｂ）に示すように、つなぎ材本体２３ａの両側端に、座屈を適度に抑制するための座屈補剛用のフランジ２３ｆを形成したＩ型断面のものである。また、上側の三角状つなぎ材２４は、基本的には実施例６と同様のものであり、図７（ｃ）に示すように、三角状つなぎ材本体２４ａの傾斜面に、座屈を適度に抑制するための座屈補剛用のフランジ２４ｆを形成したＩ型断面のものである。下側のつなぎ材２３および三角状のつなぎ材２４は、ここでは、厚鋼板を加工して形成されたものであるが、Ｉ形鋼を切断加工して形成してもよい。
【００６０】
この実施例７では、下側つなぎ材２３（水平板８、鉛直板９を含む）が軸力抵抗要素になり、三角状つなぎ材２４が軸力＋剪断力＋曲げ力抵抗要素になる。この実施例７の接合構造では、柱材として閉鎖断面を有する角形鋼管柱２５を使用しているため、この角形鋼管柱とつなぎ材２３の鉛直板９、三角状つなぎ材２４の鉛直板１３との接合に長締めボルト２６を使用している点において異なり、実施例６と同様の効果が得られる他、角形鋼管柱２５の両側部に、Ｈ形鋼梁２_１と２_２を対称的に同様の接合構造によって接合されているので、面外変形拘束治具（リブプレート等）がなくても、柱の面外変形を防止することができ、強固で骨組剛性が大きく、一段と安定した柱・梁接合構造が得られる。
【００６１】
また、この角形鋼管柱とつなぎ材２３の鉛直板９、三角状つなぎ材２４の鉛直板１３との接合に、高価なワンサイドボルトを使用せずに、Ｈ形鋼梁２_１と２_２側を同時的に接合することができ、接合時間を短縮することができる。また、つなぎ材２３は、制振機構を有するものであるが、その制振機構についての図９での図示およびここでの説明は省略する。
【００６２】
なお、本発明は、上記の各実施例の内容に限定されるものではない、例えば、柱材条件、梁材条件、軸力抵抗要素、剪断力抵抗要素、軸力＋剪断力＋曲げ力抵抗要素等の材質および構造条件、各抵抗要素の制振および座屈補剛構造（含む形状、材質、）条件、各抵抗要素と柱および梁との接合条件、接合部配置条件等は、建物構造、規模、適用対象部位、柱材条件、梁条件、骨組の要求強度、周囲条件等に応じて、上記請求の範囲を満足する範囲内で選択されるもので、変更のあるものである。
【００６３】
【発明の効果】
本発明においては、ブレースを配置しない高剛性骨組として設計の自由度を大きくすることができ、梁部材の断面のサイズを小さくしても骨組剛性を強化でき、かつ、柱・梁部材の加工および施工の工数を節減できる。また、柱・梁に対する軸力抵抗要素または軸力抵抗要素と軸力＋剪断力＋曲げ力抵抗要素により骨組損傷制御が可能で、大地震や強風による被災時には被害を極力、抵抗要素（接合要素）に止め、この抵抗要素（接合要素）の交換のみの補修に止めて補修作業負担、補修コストを軽減し、補修工期を大幅に短縮することができる。
【図面の簡単な説明】
【図１】（ａ）図は、本発明の柱・梁の接合構造の実施例を示す側面説明図、（ｂ）図は、（ａ）図のつなぎ材の立体説明図、（ｃ）図は、（ａ）図のアングル材の立体説明図。
【図２】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す側面説明図、（ｂ）図は、（ａ）図の平面説明図。
【図３】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す側面説明図、（ｂ）図は、（ａ）図の三角状つなぎ材の立体説明図、（ｃ）図は、他の三角状つなぎ材の立体説明図。
【図４】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す側面説明図、（ｂ）図は、（ａ）図のつなぎ材の平面部分説明図。
【図５】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す側面説明図、（ｂ）図は、（ａ）図のつなぎ材の一部切欠断面平面説明図。
【図６】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す側面説明図、（ｂ）図は、（ａ）図のつなぎ材の部分平面一部切欠断面説明図、（ｂ）図は、（ａ）図の三角状つなぎ材の立体説明図。
【図７】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す側面説明図、（ｂ）図は、（ａ）図のつなぎ材のＡａ−Ａａ断面説明図、（ｃ）図は、（ａ）図の三角状つなぎ材の立体説明図。
【図８】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す一部切欠断面側面説明図。
【図９】（ａ）図は、本発明の柱・梁の接合構造の他の実施例を示す一部切欠断面側面説明図。
【図１０】従来の柱・梁の接合構造例を示す側面説明図。
【図１１】従来の他の柱・梁の接合構造例を示す側面説明図。
【符号の説明】
１Ｈ形鋼柱
１ａフランジ
１ｐ角形鋼管柱
２Ｈ形鋼梁
２ａ下フランジ
２ｂ上フランジ
２ｕウエブ
２_１、２_２Ｈ形鋼梁
３取付板
ｗ溶接
４ｓスプリットティー
４ａ、４ｂボルト孔
４ｃ鉛直板
４ｄ梁取付板
４アングル材
５ワンサイドボルト
６ボルト
７つなぎ材
７_１、７_２分割つなぎ材
８水平板
８ａボルト孔
９鉛直板
９ａボルト孔
１０補強リブ
１１、１１ｏ三角状つなぎ材
１１ａ三角板
１１ｂ、１１ｃ三角補強板
１２水平板
１２ａボルト孔
１３鉛直板
１３ａボルト孔
１４つなぎ材
１５摩擦ダンパー
１６ａ、１６ｂ摩擦板
１７ボルト
１８つなぎ材
１９オイルダンパー
２０角筒体
２１つなぎ材
２２座屈補剛治具
２２ｏ潤滑層
２３つなぎ材
２３ａつなぎ材本体
２３ｆフランジ
２４三角状つなぎ材
２４ｆフランジ
２５角形鋼管柱
２６長締めボルト[0001]
BACKGROUND OF THE INVENTION
In the present invention, for example, when a steel structure building is constructed, an H-shaped steel or a square steel pipe having a closed cross section is used as a column, and the side of the column is formed from an H-shaped steel, an I-shaped steel, a C-shaped steel, or the like. The present invention relates to a joining structure of a steel column for steel structure and a steel beam, which has high rigidity and excellent damage controllability.
[0002]
[Prior art]
In recent years, in order to improve earthquake resistance, a bi-directional ramen structure using a square steel pipe or H-shaped steel having a closed cross section as a column material and an H-shaped steel as a beam material has been widely used. In order to join a rectangular steel pipe column having a closed cross section to obtain and a beam material, a through diaphragm type as shown in FIG. 10 is generally used, and a rectangular steel pipe column 1p as a column material and a diaphragm 3 are joined together. And the steel beam 2 as the beam material are joined by welding w.
[0003]
In such a through-diaphragm type joint structure, welding is frequently used at the column-beam joint, and the burden of processing work including welding of columns and beam members becomes large, resulting in a large construction cost burden and a long construction period. Become. Further, the steel beam 2 is welded to the square steel pipe column 1p at the beam end where the stress is severest, and it is difficult to ensure the rigidity of the joint portion stably. In addition, since it is designed to allow plastic deformation of columns and beam members during a large earthquake or strong wind, there is a problem that it is difficult to repair at the time of a disaster and a great repair cost is required.
[0004]
Therefore, recently, as shown in FIG. 11, without using a diaphragm, a metal fitting 4 s such as a split tee or an end plate is joined to a square steel pipe column 1 p having a closed cross section with a one-side bolt 5. A joint structure has also been proposed in which the steel beam 2 is joined to the square steel pipe column 1p with a bolt 6 to reduce the welding load. (Reference Literature: Japanese Patent Laid-Open No. 11-269985) In this joint structure, a tensile bolt joint structure using a square steel pipe column 1p having a closed cross section as a column and a steel beam 2 as a beam has a small number of processing steps and a welding skill. This is an improvement over the diaphragm type joint structure in this respect because it is not necessary.
[0005]
However, when a tensile load acts on the steel beam 2, this load acts on the joint surface of the square steel pipe column 1p via the joint metal 4 and, as a result, resists the load by the out-of-plane deformation of the square steel pipe column 1p. As a result, the deformation of the joint surface lowers the rigidity of the joint and lowers the yield strength as compared to the diaphragm-type joint structure. In addition, it is designed to allow plastic deformation of pillars and beam members in the event of a large earthquake or strong wind, so the damage at the time of the disaster will cover the whole, making repairs difficult and requiring significant repair costs There are problems such as.
[0006]
[Problems to be solved by the invention]
The present invention reduces the man-hours of processing and construction of columns and beam members, and reduces the column and beam member cross-section size by reducing the bending deformation region of the columns and beams that dominate most of the frame deformation. For steel structures with high rigidity and excellent damage controllability that can strengthen the rigidity of the frame, and in the event of a disaster caused by a large earthquake or strong wind, the damage is limited to the range of the joining element by controlling the damage of the framework and only the replacement of the joining element is required. Provides a joint structure between steel columns and steel beams.
[0007]
[Means for Solving the Problems]
The present invention comprises the following inventions (1) to (13).
(1). In the joining structure of steel columns and steel beams, the joining elements (from steel columns and steel beams) where the tip of the steel beam mainly resists the axial force + shearing force acting on the steel beam. The transmitted load is mainly tensile / compressive force (axial force) and shearing force, and shows the joining elements such as metal fittings and dampers that have the function of resisting this load. )), And one of the flanges of the beam is mainly subjected to axial force on the rear end side of the mounting portion of the axial force + shearing force resistance element. Square-shaped Joining elements (joint elements such as joint hardware and dampers that have the function of resisting this load, with the load transmitted from steel columns and steel beams as the main tension / compression force (axial force). It is tightly connected to the steel pillar via the "Axial force resistance element"), and this axial force resistance element absorbs the energy input to the building during earthquakes and strong winds and improves the earthquake and wind resistance performance of the building A steel column and steel beam joint structure for steel structures with high rigidity, light weight and excellent damage control, characterized by having a vibration control mechanism.
(2). In the joint structure of steel columns and steel beams, the tip of the steel beam is fastened to the steel column via an axial force + shear force resistance element, and both flanges have axial force + shear force. It is tightly connected to the steel pillar via the axial force resistance element on the rear end side from the mounting part of the resistance element, and the axial force resistance element absorbs energy input to the building during an earthquake or strong wind, A steel column and steel beam joint structure for steel structures with high rigidity and excellent damage controllability, characterized by having a vibration control mechanism that improves wind resistance.
(3). In the joining structure of a steel column and a steel beam, one flange of the steel beam is tightly connected to the steel column via an axial force resistance element, and the other flange is Consists of horizontal plate, vertical plate, and connecting material, and integrates horizontal plate and vertical plate. Joining element with axial force + shear force + bending force (loads transmitted from steel columns and steel beams are mainly tensile / compressive force (axial force), shear force, bending force) A joining element such as a joint metal or a damper having a resistance function is shown and is hereinafter referred to as “axial force + shearing force + bending force resistance element”). The axial force + shear force + bending force resistance element has a vibration control mechanism that absorbs energy input to the building during an earthquake or strong wind and improves the earthquake / wind resistance performance of the building. Steel column and steel beam joint for steel structure with excellent rigidity and damage control.
(4). In any one of (1) to (3), each joining element and the steel beam, and each joining element and the steel column are bolts (which means bolts and nuts, hereinafter simply referred to as “bolts”). The steel column and steel beam joint structure for steel structure with high rigidity and excellent damage controllability, characterized by being tightly bonded by
(5). In any one of (1) to (4), the axial force resistance element and / or the axial force + shearing force + bending force resistance element is a horizontal plate (thick steel plate having a function of binding the joining element to the flange of the steel beam) Etc., hereinafter referred to as “horizontal plate”), vertical plate (shows a plate-like body such as a thick steel plate having a function of binding the joining element to the steel column, and hereinafter referred to as “vertical plate”). , Tie material {shows a plate-like body such as a thick steel plate having a function of joining a horizontal plate and a vertical plate, a rod-like body (steel bar, steel pipe, shaped steel) or a combination thereof, a damper, etc. " }, Which has a high rigidity and excellent damage controllability, and has a steel column for steel structure and a steel beam joint structure.
(6). In (5), the vibration damping mechanism is formed by a hysteretic damper incorporated in the connecting member of the joining element, and is made of steel for steel structure with high rigidity and excellent damage controllability. Column and steel beam joint structure.
(7). In (6), the joining material of the joining element is a steel material having a lower yield point than that of the column / beam member, and having high rigidity and excellent damage controllability. Beam connection structure.
(8). In (5), the vibration damping mechanism is formed by a viscous damper incorporated in the connecting member of the joining element, and is made of steel for steel structure with high rigidity and excellent damage controllability. Column and steel beam joint structure.
(9). In any one of (5) to (8), the horizontal plate and the vertical plate of the joining element are formed of a steel material having a yield point higher than that of the column / beam member. Excellent steel column and steel beam joint structure for steel structures.
(10). (6) or (7), wherein the joining member has a high rigidity, wherein the joining member is a buckling restraining jig with a lubricating layer interposed between the joining member body and the joining member body. Steel column and steel beam joint structure for steel structure with excellent damage controllability.
(11). In any one of (5) to (10), a steel for a steel structure having high rigidity and excellent damage controllability, wherein the connecting member of the joining element has a buckling stiffening structure. Joint structure of pillar and steel beam.
(12). In any one of (1) to (11), the joining structure of the steel column and the steel beam is applied at at least one place in one or more side portions of the steel pillar. A steel column and steel beam joint structure for steel structures with high rigidity and excellent damage controllability.
(13). In (12), the vertical plates of the axial force resistance element, the axial force + shear force resistance element, and the axial force + shear force + bending force resistance element, which are joined to both sides of the steel column, A steel column and steel beam joint structure for steel structures with high rigidity and excellent damage controllability, characterized by being fastened with a common long tightening bolt inserted through the column.
[0008]
DETAILED DESCRIPTION OF THE INVENTION
In the present invention, a steel beam (H-shaped, I-shaped, C-shaped obtained by rolling or welding) is applied to the side of a steel column such as an H-shaped steel column or a rectangular steel pipe column that serves as a middle column or a side column of a building. This refers to steel beams made of various shaped steels having cross-sections of shapes and other shapes, hereinafter referred to as “steel beams”) as axial force resistance element and axial force + shear force resistance element or axial force resistance It is a joint structure of steel columns and steel beams that are joined via an element and a shear force resistance element, or via an axial force resistance element and an axial force + shear force + bending force resistance element, with no braces. As a high-rigidity frame, the degree of freedom of design can be increased, the cross-sectional size of the beam member can be reduced to increase the rigidity of the frame, and the man-hours for processing and construction of the column / beam member can be reduced.
[0009]
In addition, it is possible to control frame damage by using an axial force resistance element or an axial force resistance element and an axial force + shearing force + bending force resistance element for steel columns and beams. It is possible to stop at the element (joining element) and repair only by exchanging the resistance element (joining element) to reduce the burden of repair work and repair costs, and to greatly shorten the repair work period. Since the column / beam joint is not a bracket type, transportation efficiency can be greatly improved by separating and transporting the column / beam member and the resistance element (joining element).
[0010]
In the invention of (1), the steel column / steel beam is joined to the steel column / steel beam via the axial force resistance element and the shear + axial force resistance element, and the vertical load is the steel beam. The center of rotation of the steel beam when acting on the steel beam becomes [axial force + shear force resistance element] at the end of the steel beam and acts on the steel beam with the axial force resistance element attached to the steel beam flange. It has a simple joining structure that transmits the load to the steel column, and in particular, it can reduce the man-hours for column and beam members and the man-hours for construction.
[0011]
Further, by attaching an axial force resistance element to the flange of the steel column / steel beam, the maximum bending moment acting on the column / beam can be reduced, and the size of the cross section of the column / beam member can be reduced. In addition, attaching an axial force resistance element to the column / beam flange also leads to a reduction in the bending deformation area of the column / beam, which controls most of the frame deformation. Can be strengthened. For example, in the beam member, the stress becomes most severe on the inner side from the end of the beam, so that the size of the beam member cross section can be reduced (the same effect as reducing the span).
In addition, the fact that each resistance element (joining element) and steel pillar / beam are firmly integrated may cause damage to the entire body. As a damage control framework, the energy input to the building during an earthquake or strong wind is absorbed by the resistance element (joining element) to ensure the earthquake resistance and wind resistance performance of the entire building. It is effective that it is generated only in the joining element) and only the resistance element (joining element) is repaired. As the energy absorption mechanism (vibration control mechanism), a hysteretic damper or a viscous damper can be used.
[0012]
In the invention of (2), by joining the steel column and the steel beam via the upper and lower axial force resistance elements and the shear + axial force resistance element, the length of the column / beam bending deformation is shortened and the frame Stiffness can be strengthened. For example, in the beam member, the stress is most severe inside the end of the steel beam, so that the size of the beam member cross section can be reduced (the same effect as reducing the span).
[0013]
When the vertical load is applied to the steel beam, the rotation center of the steel beam becomes [axial force + shear resistance element] at the end of the steel beam and is attached to the resistance element and the flange of the steel beam. [Axial force resistance element] has a joining structure that transmits the bending / shearing load acting on the beam member to the steel column. Here, since the axial force resistance elements are arranged above and below, it is sufficient compared with the invention of (1) in terms of reducing the man-hours for column / beam members and the man-hours for construction and reducing the size of the column / beam cross section. However, since the axial force resistance elements are arranged vertically, it becomes possible to sufficiently reduce the bending deformation area of the columns and beams that dominate the majority of the frame deformation, and to strengthen the frame rigidity more stably. be able to. The invention (2) also has the same vibration damping mechanism as the invention (1).
[0014]
In the invention of (3), one side flange of the steel beam is connected to the side part of the steel column through the axial force resistance element, and the other flange has the axial force + shearing force + bending force resistance element. Since the steel beam is tightly connected to the steel column, the rotation center of the steel beam when a vertical load is applied to the beam is [axial force + shear force + bending force resistance element], and the flange of one steel beam It has a simple joint structure that transmits the bending shear load acting on the steel beam to the steel column with the axial force resistance element attached to the steel column, which can reduce the man-hours for column and beam members and the man-hours for construction. it can.
[0015]
In addition, by attaching an axial force resistance element to the flange of a steel column or steel beam, the bending deformation area of the column or beam that controls most of the frame deformation is reduced, and the maximum bending moment acting on the column or beam is reduced. Therefore, the rigidity of the frame can be enhanced even if the size of the column / beam cross section is reduced. The invention (3) also has the same vibration damping mechanism as the invention (1).
[0016]
In the inventions of (1) to (3), the steel column / beam and each resistance element (joining element) can be joined by welding, but the part where the working stress is the most severe during a large earthquake or strong wind. The steel column / steel beam and the resistance element (joining element) can be easily separated by stress, making it difficult to cause integral failure, and the steel column / steel beam and the resistance element (joining element) can be easily attached and detached. Bonding is preferable. Moreover, it is preferable to set it as a bolt joining also from a viewpoint of reduction of the process and construction man-hour of a junction part.
[0017]
In addition, even in the case of a resistance element (joining element), it is expected that when the connecting material is formed of a thick steel plate, for example, it may be buckled and cannot fully function, so for example, a cylindrical buckling around the outer periphery of the connecting material It is effective to arrange a restraining jig so that the inner peripheral surface thereof can slide with the outer peripheral surface of the connecting material. In this case, it is effective to apply a lubrication treatment between the sliding surfaces. In addition, it is effective to suppress buckling by using a tie material having a buckling and stiffening function of a flange or a rib having a cross section of, for example, an I shape, an H shape, or a T shape.
[0018]
Further, in order to facilitate replacement of the resistance element (joining element), the horizontal plate constituting the axial force resistance element, the shear force resistance element and the axial force + shear force resistance element, and the axial force + shear force + bending force resistance element It is effective that the vertical plate is light, and it is effective to make the yield point higher than that of the column / beam member.
[0019]
In the joining structure of the present invention, the steel beam is attached to one or four sides of the steel column at one place or a plurality of places in the vertical direction, and the steel beam is attached to the plurality of sides of the steel pillar. Application is possible in the case of joining, and it is not essential that the joining structures are all the same when applied to a plurality of side portions and a plurality of locations. Also, when joining vertical plates to opposite sides of a steel column, it is also effective to fasten the vertical plates with a common long tightening bolt that is inserted through the vertical plate and the steel column. . In this case, even if the steel column is a square steel pipe column having a closed cross section, an expensive one-side bolt need not be used. Moreover, the effect which suppresses the out-of-plane deformation | transformation of the column flange by a long bolt is also expectable.
[0020]
【Example】
(Example 1)
Embodiment 1 of the present invention will be described below with reference to FIG. Example 1 relates to the invention of (1), in which an H-shaped steel as a beam is attached to a side portion of an H-shaped steel as a column material via an axial force resistance element and an axial force + shear force resistance element. This is a joint structure of an H-shaped steel column and an H-shaped steel beam that are bolted together.
[0021]
In FIG. 1A, 1 is an H-shaped steel column having a plurality of bolt holes in the flange 1a, 2 is a steel beam having a plurality of bolt holes at the lower flange 2a and the web end, and a web 2u at the tip thereof. Are joined to the flange 1a of the H-shaped steel column 1 with a bolt 6 through a pair of angle members 4, and the lower flange 2a of the steel beam 2 is connected to the flange 2a in a region separated from the tip of the steel beam 2 by a distance x. 7 is joined to the horizontal plate 8 by a bolt 6 and the vertical plate 9 of the connecting member 7 is joined to the flange 1a of the H-shaped steel column 1 by a bolt 6 in a region away from the lower surface of the lower flange 2a of the steel beam 2 by a distance y. It is made. As shown in FIG. 1C, the angle member 4 is formed by a vertical plate 4c having a plurality of bolt holes 4a and a beam mounting plate 4d having a plurality of bolt holes 4b.
[0022]
As shown in FIG. 1B, the connecting member 7 has a horizontal end face and a vertical end face, a horizontal plate 8 having a plurality of bolt holes 8a on the horizontal end face, and a plurality of bolt holes on the vertical end face. It is formed by joining vertical plates 9 having 9a, and is formed by processing a thick steel plate. The connecting material 7 is inclined by an angle α (α is 20 to 70 degrees) with respect to the axis of the H-shaped steel column 1 in a state where the bolt 7 is joined to the H-shaped steel column 1 and the H-shaped steel beam 2. Yes. In this embodiment, the connecting material 7 (including the horizontal plate 8 and the vertical plate 9 here) serves as an axial force resistance element, and the angle material 4 serves as an axial force + shear force resistance element. Reference numeral 10 in FIG. 1 (a) denotes a reinforcing rib provided at the joint portion of the H-shaped steel column 1.
[0023]
In this embodiment, the connecting member 7 serving as an axial force resistance element is provided only on the lower side, and the joint is bolted, so that a simple structure that does not require welding with a high degree of skill and a heavy work load is required. Compared to the conventional welded joint structure, there is no decrease in the frame rigidity, which is advantageous in terms of cost reduction and shortening the construction period. The connecting member 7 has a vibration damping mechanism, but the illustration of the vibration damping mechanism in FIG. 1 and the description thereof are omitted here.
[0024]
(Example 2)
A second embodiment of the present invention will be described with reference to FIG. This Example 2 relates to the invention of (2), and the H-shaped steel, which is a beam material, is attached to the side portion of the H-shaped steel, which is a column material, and the axial force resistance element and the axial force + shear force resistance element. This is a joining structure of H-shaped steel columns and H-shaped steel beams joined by bolts.
[0025]
In FIG. 2, 1 is an H-shaped steel column having a plurality of bolt holes in the flange 1a, 2 is an H-shaped steel beam having a plurality of bolt holes at the upper and lower flanges 2b and 2a and the web end, and the web 2u at the tip thereof. Are joined to the flange 1a of the H-shaped steel column 1 with a bolt 6 via a pair of angle members 4, and the lower flange 2a is connected to the horizontal plate of the connecting material 7a in a region away from the tip of the H-shaped steel beam 2 by a distance x. 8 is joined to the flange 1a of the H-shaped steel column 1 with the bolt 6 in a region where the vertical plate 9 of the connecting member 7a is separated from the lower surface of the lower flange 2a of the H-shaped steel beam 2 by a distance y. Join.
[0026]
Further, the upper flange 2b of the H-shaped steel beam 2 is joined to the horizontal plate 8 of the connecting material 7b by a bolt 6 in a region separated by a distance x from the tip of the H-shaped steel beam 2, and the vertical plate 9 of the connecting material 7b is attached. The H-shaped steel beam 2 is joined to the flange 1a of the H-shaped steel column 1 with a bolt 6 in a region away from the upper surface of the upper flange 2b of the H-shaped steel beam 2 by a distance ya.
[0027]
The angle member 4 and the connecting members 7a and 7b are the same as those in the first embodiment. However, the upper connecting member 7b is joined to the lower connecting member 7a in a state in which the positional relationship is opposite in the vertical direction. The connecting members 7 a and 7 b are inclined by an angle α with respect to the axis of the H-shaped steel column 1 in a state where the connecting members 7 a and 7 b are joined to the H-shaped steel column 1 and the H-shaped steel beam 2 by the bolt 6. Here, the connecting members 7a and 7b (including the horizontal plate 8 and the vertical plate 9) are axial force resistance elements, and the angle member 4 is an axial force + shear force resistance element.
[0028]
In this example, since a pair of connecting materials (7a, 7b) is provided, the processing and construction burden is large, and in terms of cost and construction period, it is disadvantageous compared to Example 1, but the rigidity of the framework is large, It is possible to join columns and beam members having a larger cross section than in the case of the first embodiment. The connecting members 7a and 7b have a vibration damping mechanism, but the illustration of the vibration damping mechanism in FIG. 2 and the description thereof are omitted here.
[0029]
(Example 3)
A third embodiment of the present invention will be described with reference to FIG. Example 3 relates to the invention of (3), in which an H-shaped steel beam as a beam material is connected to a side portion of an H-shaped steel as a column material, an axial force resistance element on the lower side and an axial force on the upper side. It is a joint structure of an H-shaped steel column and an H-shaped steel beam that are bolted via a + shear force + bending force resistance element.
[0030]
In FIG. 3 (a), 1 is an H-shaped steel column having a plurality of bolt holes in the flange 1a, 2 is an H-shaped steel beam having a plurality of bolt holes in the upper and lower flanges 2b, 2a, and the flange of the H-shaped steel column 1 Reference numeral 1a denotes an H-shaped steel beam which is joined by a bolt 6 with a lower connecting member 7 and an upper triangular connecting member 11 and has a free end. In this H-shaped steel beam 2, the lower flange 2a is joined to the horizontal plate 8 of the connecting member 7 with the bolt 6, and the vertical plate 9 of the connecting member 7 is connected to the H-shaped steel in a region away from the lower surface of the lower flange 2a by a distance y. The bolt 1 is joined to the flange 1 a of the column 1.
[0031]
Further, the upper flange 2b is joined to the horizontal plate 12 of the triangular connecting material 11 with a bolt 6 in a region separated by a distance x from the tip of the H-shaped steel beam 2, and the vertical plate 13 of the triangular connecting material 11 is The bolt 6 is joined to the flange 1a of the H-shaped steel column 1 in a region away from the upper surface of the flange 2b by a distance yb.
[0032]
The connecting material 7 is the same as that in the first embodiment. Further, here, the triangular connecting material 11 is formed by forming a triangular plate 11a between an L-shaped vertical plate 13 and a horizontal plate 12 as shown in FIG. 3 (b), and the vertical plate 13 has a bolt hole 13a. And having a bolt hole 12a in the horizontal plate 12 and formed by processing a thick steel plate. The connecting material 7 and the triangular connecting material 11 are inclined at an angle α with respect to the axis of the H-shaped steel column 1 in a state where the connecting material 7 and the triangular connecting material 11 are joined to the H-shaped steel column 1 and the H-shaped steel beam 2 by the bolt 6.
[0033]
As shown in FIG. 3 (c), the triangular connecting material is an L-shaped vertical plate 13 and horizontal plate 12, and a bar 11 p made of a single plate or a combination of thick plates, steel bars, steel pipes, etc. It may be connected by inclining an angle α with respect to the axis of the column 1 and having a space o at the corner.
[0034]
Here, the connecting material 7 (including the horizontal plate 8 and the vertical plate 9) is an axial force resistance element, and the triangular connecting material 11 (including the horizontal plate 12 and the vertical plate 13) is an axial force + shearing force + bending force. Become a resistance element. In the joint structure of Example 3, the connecting material 7 serving as an axial force resistance element is provided on the lower side, and the triangular connecting material 11 serving as an axial force + shearing force + bending force resistance element is provided on the upper side. Since the tip of the H-shaped steel beam 2 is a free end, the processing and construction burden increase is slight. In terms of cost and construction period, it is more disadvantageous than in the case of the first embodiment. In particular, the shearing force + bending resistance element by the triangular connecting material 11 and the bending resistance element are strong, and the rigidity of the frame is large. A structure is obtained.
[0035]
In this example, the connecting material 7 is arranged on the lower side to be an axial force resistance element, and the triangular connecting material 11 is arranged on the upper side to be an axial force + shearing force + bending force resistance element. A tie material similar to the tie material 11 is disposed on the lower side to provide an axial force + shear force + bending force resistance element, and a tie material similar to the tie material 7 is disposed on the upper side to serve as an axial force resistance element. Good. Further, the connecting member 7 has a vibration damping mechanism, but the illustration of the vibration damping mechanism in FIG. 3 and the description thereof are omitted here.
[0036]
(Example 4)
A fourth embodiment of the present invention will be described with reference to FIGS. This Example 4 relates to the invention of (9), and here, as in Example 1, the H-shaped steel beam 2 is formed on the flange 1a of the H-shaped steel column 1 and becomes an axial force resistance element. In the column / beam joint structure joined with bolts 6 through the angle member 4 which is an axial force + shear force resistance element with the connecting material 14, the energy input to the building during a large earthquake or strong wind is absorbed, and the building's earthquake resistance / This is a joint structure of an H-shaped steel column and an H-shaped steel beam, specifically explaining a frame damage control structure by a vibration control mechanism that improves the wind resistance performance.
[0037]
(Example 4-1)
In FIG. 4 (a), reference numeral 14 denotes a connecting material, and a friction damper 15 which is a type of hysteretic damper is incorporated in the middle portion as a vibration damping mechanism. More specifically, as shown in FIG. 4 (b), the friction damper 15 has a connecting material main body 7 in the length direction. ₁ , 7 ₂ Divided into two parts, this split joint material 7 ₁ , 7 ₂ (There may be a gap or an absorptive material may be abutted), the friction plates 16a and 16b are brought into contact with both surfaces of the region including the abutting portion, and the divided binder 7 ₁ , 7 ₂ Are joined by bolts 17 and connected. In this embodiment, by applying the frictional force between the connecting material 14 and the friction plates 16a and 16b, the energy input to the building is absorbed during a large earthquake and strong wind, and the earthquake and strong wind resistance performance of the building can be improved. it can.
[0038]
In this Example 4-1, the divided connecting material 7 for the H-shaped steel column 1, the H-shaped steel beam 2, the angle material 4, and the bolt 6 is used. ₁ , 7 ₂ , The strength of the friction plates 16a and 16b, the bolt 17 and the divided connecting material 7 ₁ , 7 ₂ By adjusting the frictional force between the friction plates 16a and 16b and adjusting the axial force resistance by the connecting material 14, the connecting material 14 functions as a damage control material, and in the event of a disaster, the damage is stopped by replacing the connecting material 14, Compared to the conventional welded framework, the burden of repair work and repair cost can be reduced, and the repair period can be greatly shortened.
[0039]
(Example 4-2)
In FIG. 5 (a), 18 is a connecting material, and an oil damper 19 which is a kind of viscous damper is incorporated in the middle part as a vibration damping mechanism. More specifically, as shown in FIG. 5 (b), the oil damper 19 has a connecting material body in the length direction. ₁ , 7 ₂ Divided into two parts, this split joint material 7 ₁ , 72 is inserted into a rectangular tube body (or a cylindrical body is also acceptable) 20 and abutted in the rectangular tube body 20 (a gap may be present or a viscous material may be interposed), a rectangular tube The body 20 is filled with oil and slidable. In this embodiment, the divided connecting material 7 ₁ , 7 ₂ Absorbs energy input to the building in the event of a large earthquake or strong wind by applying a damping force due to sliding resistance (including a viscous agent) between the oil and the oil in the rectangular tube body 20 to improve the building's seismic and strong wind performance. Can be improved.
[0040]
In Example 4-2, the strength of the connecting member 18 and the rectangular tube 20 with respect to the H-shaped steel column 1, the H-shaped steel beam 2, the angle member 4, and the burl 6, and the connection between the connecting member 18 and the rectangular tube member 20. By adjusting the frictional force and adjusting the axial force resistance by the connecting material 18, the connecting material 18 functions as a damage control material, and in the event of a disaster, the damage is stopped by replacing the connecting material 18, compared to the conventional welded framework. It is easy to reduce the repair work cost and the repair cost load, and greatly shorten the repair work period.
[0041]
(Example 5)
A fifth embodiment of the present invention will be described with reference to FIGS. This Example 5 relates to the inventions of (10) and (11), and basically, as in Example 3, the H-section steel that is a beam material on the side of the H-section steel that is a column material. It is an H-shaped steel beam joint structure of an H-shaped steel column in which a beam is bolted via a lower axial force resistance element and an upper axial force + shear force resistance element. A buckling stiffening structure is arranged on the force + shear force bending force resistance element, especially the axial force resistance element, and the axial force + shear force bending force resistance element with a more stable performance against buckling. Is a joint structure of H-shaped steel column and H-shaped steel beam.
[0042]
(Example 5-1)
In FIG. 6A, 1 is an H-shaped steel column having a plurality of bolt holes in the flange 1a, and 2 is an H-shaped steel beam having a plurality of bolt holes in the upper and lower flanges 2b, 2a. The flange 1a is joined with a bolt 6 by a lower connecting member 21 and an upper triangular connecting member 11o, and the tip is a free end.
[0043]
In this H-shaped steel beam 2, the lower flange 2 a is joined with the horizontal plate 8 of the lower connecting member 7 and the bolt 6, and the vertical plate 9 is separated from the lower surface of the lower flange 2 a by a distance y from the H-shaped steel column 1. Are joined to the flange 1a with bolts 6. Further, the upper flange 2b is joined to the horizontal plate 12 of the triangular connecting material 11o with a bolt 6 in a region away from the tip of the H-shaped steel beam 2 by the bolt 6, and the vertical plate 13 of the triangular connecting material 11o is The bolt 6 is joined to the flange 1a of the H-shaped steel column 1 in a region away from the upper surface of the flange 2b by a distance yb.
[0044]
The lower connecting material 21 is basically the same as that of the third embodiment. However, as shown in FIG. 6B, a rectangular tube-shaped buckling compensation member is provided on the outer periphery of the connecting material (main body) 7. A rigid jig 22 is arranged, and between the outer peripheral surface of the connecting material (main body) 7 and the buckling stiffening jig 22, in order to appropriately suppress buckling, the connecting material (main body) 7 and the buckling compensation are provided. An appropriate gap that allows the rigid jig 22 to effectively share the functions is formed. Here, a lubricating layer 22o is interposed between the connecting material (main body) 7 and the buckling stiffening jig 22, and measures for reducing friction when buckling occurs are taken.
[0045]
The upper triangular connecting member 11o is formed by processing a thick steel plate, and basically has a triangular shape as shown in FIG. 6 (c) based on the base shown in FIG. 3 (b). It has a buckling stiffening structure in which triangular reinforcing plates 11b and 11c slightly smaller than the triangular plate 11a are brought into contact with both sides of the triangular plate 11a of the connecting member 11o and joined with bolts 6a.
[0046]
In Example 5-1, the lower connecting member 21 (including the horizontal plate 8 and the vertical plate 9) is an axial force resistance element, and the triangular connecting member 11o (including the horizontal plate 12 and the vertical plate 13) is the shaft. Force + shear force + bending force resistance element. In the joining structure of Example 5-1, in comparison with Example 3, a connecting member 21 with a buckling stiffening jig 22 is provided on the lower side as an axial force resistance element, and axial force + shear force + bending. Since the triangular connecting material 11o having a buckling stiffening structure is provided on the upper side as a force resistance element, along with the adoption of the buckling stiffening jig 22 and the buckling stiffening structure, the processing cost, the construction cost, the construction work period Although it is disadvantageous in the case of Example 3, the buckling is moderately suppressed (control) by the function sharing of the connecting material (main body) 7, the triangular connecting material 11o, the buckling stiffening jig 22, and the buckling stiffening structure. In addition, the structure of the H-shaped steel column and the H-shaped steel beam having a stable performance against buckling can be obtained.
[0047]
(Example 5-2)
In FIG. 7A, 1 is an H-shaped steel column having a plurality of bolt holes in the flange 1a, and 2 is an H-shaped steel beam having a plurality of bolt holes in the upper and lower flanges 2b, 2a. The flange 1a is joined with a bolt 6 by a lower connecting member 23 and an upper triangular connecting member 24, and the tip is a free end.
[0048]
In this H-shaped steel beam 2, the lower flange 2a is joined with the horizontal plate 8 of the lower connecting member 23 and the bolt 6, and the vertical plate 9 is separated by a distance y from the lower surface of the lower flange 2a. Are joined to the flange 1a with bolts 6. Further, the upper flange 2b is joined to the horizontal plate 12 of the triangular connecting member 24 with a bolt 6 in a region separated by a distance x from the tip of the H-shaped steel beam 2, and the vertical plate 13 of the triangular connecting member 24 is The bolt 4 is joined to the flange 1a of the H-shaped steel column 1 in a region away from the upper surface of the flange 2b by a distance yc.
[0049]
As shown in FIG. 7B, the lower joining member 23 is an I-shaped cross section in which flanges 23f for buckling and stiffening for appropriately suppressing buckling are formed at both ends of the joining member main body 23a. belongs to. Further, as shown in FIG. 7C, the upper triangular connecting member 24 has a buckling stiffening flange 24f for moderately suppressing buckling on the inclined surface of the triangular connecting member main body 24a. Formed. Here, the lower connecting material 23 and the triangular connecting material 24 are formed by processing a thick steel plate, but may be formed by cutting an I-shaped steel.
[0050]
In Example 5-2, the lower connecting member 23 (including the horizontal plate 8 and the vertical plate 9) is an axial force resistance element, and the triangular connecting member 24 (including the horizontal plate 12 and the vertical plate 13) is the shaft. Force + shear force + bending force resistance element. In the joining structure of Example 5-2, as compared with Example 3, the connecting material 23 formed with a buckling stiffening flange 23f for appropriately suppressing buckling as an axial force resistance element. Is provided on the lower side, and a triangular connecting member 24 having a flange 24f for buckling stiffening to moderately suppress buckling as an axial force + shearing force + bending force resistance element is provided on the upper side. In terms of cost, construction cost, construction period, it is more disadvantageous than in the case of Example 3, but buckling is moderately suppressed (controlled) by the connecting material 23 and the triangular connecting material 24 having a buckling stiffening structure. As a result, it is possible to obtain a joint structure of an H-shaped steel column and an H-shaped steel beam, which further increases the frame rigidity and has a more stable performance against buckling. The connecting member 23 has a vibration damping mechanism, but the illustration of the vibration damping mechanism in FIG. 7 and the description thereof are omitted here.
[0051]
(Example 6)
A sixth embodiment of the present invention will be described with reference to FIG. In this embodiment, a square steel pipe column having a closed cross section is used as a column material, and an H-shaped steel beam, which is a beam material, is used on its side portion, as in the third embodiment, and a lower side axial force resistance element and an upper side axial force are used. It is a joined structure of a square steel pipe column and an H-shaped steel beam that are bolted via a + shear force + bending force resistance element.
[0052]
In FIG. 8, 25 is a square steel pipe column having a plurality of bolt holes on the side, and 2 is an H-shaped steel beam having a plurality of bolt holes in the upper and lower flanges 2b, 2a. In this H-shaped steel beam 2, the lower flange 2a is joined to the horizontal plate 8 of the lower connecting member 23 with the bolt 6, and the vertical plate 9 of the lower connecting member 23 is separated from the lower surface of the lower flange 2a by a distance y. The one-side bolt 5 is used to join the square steel pipe column mold 25 in the region.
[0053]
Further, the upper flange 2b is joined to the horizontal plate 12 of the triangular connecting member 24 with a bolt 6 in a region separated by a distance x from the tip of the H-shaped steel beam 2, and the vertical plate 13 of the triangular connecting member 24 is The square steel pipe column mold 25 is joined with the one-side bolt 5 in a region away from the upper surface of the flange 2b by a distance yb.
[0054]
The lower joining material 23 and the triangular joining material 24 are basically the same as those in Example 5-2, and are formed by processing a thick steel plate. You may cut and form steel. Here, the connecting material 23 (including the horizontal plate 8 and the vertical plate 9) is an axial force resistance element, and the triangular connecting material 24 (including the horizontal plate 12 and the vertical plate 13) is an axial force + shearing force + bending force. Become a resistance element.
[0055]
In the joint structure of the sixth embodiment, a square steel pipe column 25 having a closed cross section is used as a column material. Therefore, the vertical plate 8 of the square steel tube column and the connecting material 23, the vertical plate 12 of the triangular connecting material 24, and Although the point which uses the one side volt | bolt 5 for this joining is fundamental, the effect similar to Example 5-2 is acquired. The connecting member 23 has a vibration damping mechanism, but the illustration of the vibration damping mechanism in FIG. 8 and the description thereof are omitted here.
[0056]
(Example 7)
A seventh embodiment of the present invention will be described with reference to FIG. In this embodiment, a square steel pipe column having a closed cross section is used as a column material, and an H-shaped steel beam as a beam material is symmetrically formed on both sides thereof, and a lower axial force resistance element and an upper axial force + shearing force are used. + It is a joint structure of a square steel pipe column and an H-shaped steel beam that are bolt-bonded via a bending force resistance element, considering the mechanism that transmits the stress of the resistance element (joining element) on which the tensile force acts to the compression side, In addition, the use of expensive one-side bolts can be avoided.
[0057]
In FIG. 9, reference numeral 25 denotes a rectangular steel pipe column having a plurality of bolt holes on the side, 2 ₁ 2 ₂ Is an H-shaped steel beam having a plurality of bolt holes in the upper and lower flanges 2b, 2a. The bolts are symmetrically formed on both sides of the square steel pipe column 25 by the lower connecting member 23 and the upper triangular connecting member 24, respectively. 6 and long fastening bolts 26 are used. This H-shaped steel beam 2 ₁ 2 ₂ The lower flange 2a is joined to the horizontal plate 8 of the lower connecting member 23 and the bolt 6 respectively. ₁ 2 ₂ In a state where the vertical plate 9 of the lower connecting member 23 joined to the lower flange 2a is in a state where it is symmetrically in contact with the side portion of the square steel pipe column mold 25 in a region away from the lower surface of the lower flange 2a by a distance y, The long fastening bolts 26 are inserted so as to pass through the respective vertical plates 9 and the square steel pipe column molds 25, and the respective vertical plates 9 and the square steel pipe column molds 25 are joined by the long fastening bolts 26.
[0058]
In addition, H-shaped steel beam 2 ₁ 2 ₂ The upper flange 2b is joined to the horizontal plate 12 of the triangular connecting member 24 with the bolt 6 in a region separated by a distance x from the tip of the upper end of the upper end of the upper flange 2b. In a state where it is in symmetrical contact with both sides of the square steel pipe column mold 25 in the region separated by the distance yb, the long fastening bolts 26 are inserted so as to pass through the respective vertical plates 13 and the square steel pipe column mold 25, and this The vertical plates 13 and the square steel pipe column molds 25 are joined by the long fastening bolts 26.
[0059]
The lower connecting material 23 and the triangular connecting material 24 are basically the same as those in the sixth embodiment, and the lower connecting material 23 is a connecting material main body as shown in FIG. This is an I-shaped cross section in which flanges 23f for buckling and stiffening for appropriately suppressing buckling are formed on both side ends of 23a. Further, the upper triangular connecting member 24 is basically the same as that of Example 6, and moderate buckling is applied to the inclined surface of the triangular connecting member main body 24a as shown in FIG. 7C. This is an I-shaped cross section in which a flange 24f for buckling and stiffening is formed. Here, the lower connecting material 23 and the triangular connecting material 24 are formed by processing a thick steel plate, but may be formed by cutting an I-shaped steel.
[0060]
In the seventh embodiment, the lower connecting member 23 (including the horizontal plate 8 and the vertical plate 9) is an axial force resistance element, and the triangular connecting member 24 is an axial force + shear force + bending force resistance element. In the joint structure of the seventh embodiment, a rectangular steel pipe column 25 having a closed cross section is used as a column material. Therefore, the vertical plate 9 of the rectangular steel tube column and the connecting material 23, the vertical plate 13 of the triangular connecting material 24, and In addition to the fact that long fastening bolts 26 are used for joining, the same effects as in Example 6 can be obtained, and the H-shaped steel beam 2 is provided on both sides of the square steel pipe column 25. ₁ And 2 ₂ Are joined by the same joint structure symmetrically, so that even if there is no out-of-plane deformation restraining jig (rib plate etc.), it is possible to prevent the out-of-plane deformation of the column, and it is strong and has high framework rigidity. A more stable column / beam joint structure can be obtained.
[0061]
Further, the H-shaped steel beam 2 can be used without using an expensive one-side bolt for joining the rectangular steel pipe column to the vertical plate 9 of the connecting material 23 and the vertical plate 13 of the triangular connecting material 24. ₁ And 2 ₂ The sides can be joined simultaneously, and the joining time can be shortened. Further, the connecting member 23 has a vibration damping mechanism, but the illustration of the vibration damping mechanism in FIG. 9 and the description thereof are omitted here.
[0062]
In addition, this invention is not limited to the content of said each Example, For example, column material conditions, beam material conditions, axial force resistance element, shear force resistance element, axial force + shear force + bending force resistance Material and structure conditions of elements, vibration control and buckling stiffening structure (including shape, material, etc.) conditions of each resistance element, connection conditions between each resistance element and column and beam, joint arrangement conditions, etc. Depending on the scale, application target part, column condition, beam condition, required strength of frame, ambient condition, etc., it is selected within the range satisfying the above claims and is subject to change.
[0063]
【The invention's effect】
In the present invention, it is possible to increase the degree of freedom of design as a high-rigidity frame in which no braces are disposed, and it is possible to enhance the rigidity of the frame even if the cross-sectional size of the beam member is reduced. Man-hours for construction can be saved. In addition, it is possible to control frame damage by axial force resistance element or axial force resistance element and axial force + shearing force + bending force resistance element for columns / beams. The repair work period and cost can be reduced by repairing only the replacement of the resistance element (joining element), and the repair work period can be greatly shortened.
[Brief description of the drawings]
FIG. 1A is a side explanatory view showing an embodiment of a column / beam joint structure of the present invention, FIG. 1B is a three-dimensional explanatory view of the connecting material of FIG. These are three-dimensional explanatory drawing of the angle material of (a) figure.
2A is a side explanatory view showing another embodiment of the column / beam joint structure of the present invention, and FIG. 2B is a plan explanatory view of FIG.
3A is a side explanatory view showing another embodiment of the column / beam joint structure of the present invention, FIG. 3B is a three-dimensional explanatory view of the triangular connecting member in FIG. (C) The figure is a three-dimensional explanatory diagram of another triangular connecting material.
4A is a side explanatory view showing another embodiment of the column / beam joint structure of the present invention, and FIG. 4B is a partial plan view of the connecting member of FIG.
5A is a side explanatory view showing another embodiment of the column / beam joint structure of the present invention, and FIG. 5B is a partially cutaway cross-sectional plan view of the connecting material in FIG. 5A. Figure.
6A is a side explanatory view showing another embodiment of the column / beam joint structure of the present invention, and FIG. 6B is a partially cutaway sectional view of a partial plane of the connecting material in FIG. Explanatory drawing, (b) figure is a three-dimensional explanatory drawing of the triangular connection material of (a) figure.
7A is a side explanatory view showing another embodiment of the column / beam joint structure of the present invention, and FIG. 7B is an Aa-Aa cross-sectional explanatory view of the connecting material of FIG. (C) The figure is a solid explanatory drawing of the triangular connection material of (a) figure.
FIG. 8A is a partially cutaway sectional side view showing another embodiment of the column / beam joint structure of the present invention.
FIG. 9A is a partially cutaway sectional side view showing another embodiment of the column / beam joint structure of the present invention.
FIG. 10 is an explanatory side view showing an example of a conventional column / beam joining structure.
FIG. 11 is an explanatory side view showing another example of a conventional joining structure of pillars and beams.
[Explanation of symbols]
1 H column
1a Flange
1p square steel pipe column
2 H-shaped steel beam
2a Lower flange
2b Upper flange
2u web
2 ₁ 2 ₂ H-shaped steel beam
3 Mounting plate
w Welding
4s split tee
4a, 4b Bolt hole
4c Vertical plate
4d beam mounting plate
4 Angle material
5 One side bolt
6 bolts
7 binders
7 ₁ , 7 ₂ Split binder
8 Horizontal plate
8a Bolt hole
9 Vertical plate
9a Bolt hole
10 Reinforcing ribs
11, 11o Triangular binder
11a Triangular plate
11b, 11c Triangular reinforcement plate
12 horizontal plates
12a Bolt hole
13 Vertical plate
13a Bolt hole
14 Tie
15 Friction damper
16a, 16b Friction plate
17 volts
18 binders
19 Oil damper
20 square tube
21 binder
22 Buckling stiffening jig
22o Lubrication layer
23 binders
23a Connecting material body
23f flange
24 Triangular binder
24f flange
25 square steel pipe column
26 Long tightening bolt

Claims

In the joining structure of steel columns and steel beams, the tip of the steel beam is tightly connected to the column via a joining element that mainly resists axial force + shearing force acting on the steel beam. In addition, one flange of the beam is shaped like a handle where axial force mainly acts on the rear end side from the attachment portion of the joining element that mainly resists axial force + shearing force acting on the steel beam . The rod- like joining element, which is tightly connected to the pillar via the joining element and mainly acts on axial force, absorbs the energy input to the building during earthquakes and strong winds and improves the earthquake and wind resistance performance of the building A steel column and steel beam joint structure for steel structures with high rigidity, light weight and excellent damage control, characterized by having a vibration control mechanism.

In the joining structure of steel columns and steel beams, the tip of the steel beam is tightly connected to the column via a joining element that mainly resists axial force + shearing force acting on the steel beam. , yet, both flanges of the beam is mainly Dzue like joining direction which axial force is applied at the rear end side of the mounting portion of the joining element which mainly resistance to axial forces + shearing force acting on the steel beam The rod- shaped joint element, which is tightly connected to the pillar via an element and mainly acts on axial force, absorbs the energy input to the building during earthquakes and strong winds and improves the earthquake and wind resistance performance of the building. A steel column and steel beam joint structure for steel structures with high rigidity, light weight and excellent damage control, characterized by having a vibration mechanism.

In the joining structure of a steel column and a steel beam, one flange of the steel beam is fastened to the column via a joint- like joining element in which axial force mainly acts, and the other flange is It is composed of a horizontal plate, a vertical plate, and a connecting material, and is connected to the column via a joining element in which an axial force + shearing force + bending force is formed by integrating the horizontal plate and the vertical plate. said joining element the side Dzue like joining element and the axial force + shear + bending forces acting to effect, improve the earthquake-wind performance of the building to absorb energy input into the building during an earthquake or strong wind damping A steel column and steel beam joint structure for steel structures with high rigidity, light weight, and excellent damage controllability, characterized by having a mechanism.

The high rigidity and light weight according to any one of claims 1 to 3, wherein each joining element and steel beam, and each joining element and steel pillar are fastened with a bolt. Steel column and steel beam joint structure for steel structure with excellent damage controllability.

The square-shaped joining element on which axial force mainly acts and / or the joining element that resists axial force + shearing force + bending force is composed of a horizontal plate, a vertical plate, and a connecting material. The steel pillar and steel beam joint structure for steel structures excellent in damage controllability with high rigidity and light weight according to any one of claims 1 to 4.

6. The steel structure for steel structure having high rigidity, light weight and excellent damage controllability according to claim 5, wherein the vibration damping mechanism is formed by a hysteretic damper incorporated in the connecting member of the joining element. Of steel columns and steel beams.

The steel column for a steel structure having high rigidity, light weight and excellent damage controllability according to claim 6, wherein the connecting material of the joining element is a steel material having a yield point lower than that of the column / beam member. And steel beam joint structure.

The steel structure for a steel structure having high rigidity, light weight and excellent damage controllability according to claim 5, wherein the vibration damping mechanism is formed by a viscous damper incorporated in the connecting member of the joining element. Of steel columns and steel beams.

The high rigidity and light weight according to any one of claims 5 to 8, wherein the horizontal plate and the vertical plate of the joining element are formed of a steel material having a yield point higher than that of the column / beam member. Steel column and steel beam joint structure for steel structures with excellent damage controllability.

8. The high binding material according to claim 6, wherein the joining material of the joining element is a member in which a buckling restraining jig is disposed with a lubricating layer interposed between the joining material body and the joining material body. Steel column and steel beam joint structure for steel structure with rigidity, light weight and excellent damage controllability.

The steel structure having high rigidity, light weight, and excellent damage controllability according to any one of claims 5 to 10, wherein the connecting member of the joining element has a buckling stiffening structure. Steel column and steel beam joint structure.

The joining structure of the steel column and the steel beam is applied at least at one or more locations on one or more sides of the steel column. Steel column and steel beam joint structure for steel structure with high rigidity, light weight and excellent damage controllability.

Jointed joint elements that are joined to both sides of a steel column, mainly acting on axial force , joint elements that are mainly resistant to axial force + shearing force acting on steel beams, axial force + shearing force The high rigidity and high rigidity according to claim 12, wherein the vertical plates of the joining elements on which the + bending force acts are fastened by a common long tightening bolt that is inserted through the vertical plate and the steel column. A steel column-steel beam joint structure for steel structures that is lightweight and has excellent damage controllability.