JP4688012B2

JP4688012B2 - Middle and high-rise buildings using HFC pillars and beams

Info

Publication number: JP4688012B2
Application number: JP2001338769A
Authority: JP
Inventors: 牧人沢村; 啓喜吉田; 拓川合; 晴彦岡本; 清丈鈴木
Original assignee: Takenaka Corp
Current assignee: Takenaka Corp
Priority date: 2001-09-29
Filing date: 2001-09-29
Publication date: 2011-05-25
Anticipated expiration: 2021-09-29
Also published as: JP2003105861A

Description

【０００１】
【発明の属する技術分野】
この発明は、ＨＦＣ柱、ＨＦＣ梁等を用いた中高層建造物に関する。
【０００２】
【従来の技術】
従来の７階〜１５階程度の中高層の集合住宅の構造計画を行なう場合の最も一般的な構造種別は、鉄筋コンクリート造（ＲＣという）で、高さやスパンが大きくなるに従って鉄骨鉄筋コンクリート造（ＳＲＣという）を用いることが多かった。
従来のＨ形鋼の鉄骨とそのフランジ間のみにあって鉄骨に付着したコンクリート層とで構成された梁（この明細書ではＨＦＣ梁という、ＨＦＣ梁と同様の構成の柱をこの明細書ではＨＦＣ柱という）には、例えば、次の（ａ）及び（ｂ）がある。
（ａ）Ｈ形の横断面の鉄骨梁のウェブに間隔をおいて肋筋を通す貫通孔を穿ち、上側のフランジと下側のフランジとの間のウェブの両側に複数の梁主筋をそれぞれ配筋し、多数の肋筋を間隔をおいて前記各主筋を取り囲むように前記貫通孔に通して配筋し、前記の主筋及び肋筋が配筋されたウェブの両側の上側のフランジの下側の面と、ウェブの両側面と、下側のフランジの上側の面と、フランジの幅方向の端面を含む平面と、フランジ及びウェブの長手方向の端面を含む平面とで囲まれた空間をコンクリートでそれぞれ満たしたＨＦＣ梁。
（ｂ）Ｈ形の横断面の鉄骨梁のウェブの両側に、上側及び下側のフランジと平行にかつ鉄骨梁の長手方向に延在させて、狭い幅（すなわち、フランジの幅からウェブの厚さを除した値の半分以下の幅）の鋼製の板体を配し、この板体をウェブに固着し、ウェブの両側の上側のフランジの下側の面と、ウェブの両側面と、下側のフランジの上側の面と、フランジの幅方向の端面を含む平面と、フランジ及びウェブの長手方向の端面を含む平面とで囲まれた空間をコンクリートで満たしたＨＦＣ梁（例えば、特開平９−４１５５９号公報参照）。
従来の鉄骨造の梁とプレキャストコンクリート造の柱を接合した柱梁接合部には、例えば、次ぎの（ｃ）がある。
（ｃ）プレキャストコンクリート造の柱の複数の梁取付部の下部に梁受部がそれぞれ設けられ、Ｈ形の横断面の鉄骨梁の所定の長さにわたる端部の外側に梁主筋及び肋筋を配筋し、又は前記梁主筋及び肋筋の内側の鉄骨梁のウエブの両側の両方のフランジの間に、フランジの幅からウェブの厚さを除した値の半分より大きい幅のスチフナをそれぞれ間隔をおいて複数枚配し、各スチフナの下端を下側のフランジに溶接にて固着し、各スチフナのウェブ側の端をウェブに溶接にて固着し、梁主筋、肋筋、スチフナ等の周囲をコンクリートで覆って、鉄骨梁の端部を鉄骨鉄筋コンクリート造とし、鉄骨梁の端部及び柱の梁取付部のコンクリート層に複数の緊張材を通す挿通孔を設け、鉄骨梁の端部を柱の梁受部で受けて支持した状態にして、鉄骨梁の端部の各挿通孔及び柱の梁取付部の各挿通孔に鋼撚線等の緊張材をそれぞれ通して、各緊張材の端を鉄骨梁の鉄骨鉄筋コンクリート造の端部の内側面より突出させて、各緊張材に引張力を導入して、導入した引張力を緊張材の端に嵌めた定着具にて保持して、鉄骨梁の端部の端面を柱の梁取付面に圧接して、梁と柱とを接合した柱梁接合部（例えば、実開平６−７３２０３号公報参照）。
【０００３】
【発明が解決しようとする課題】
地震国の日本においては、大地震に耐える強度や剛性を確保するため、従来のＲＣ造及びＳＲＣ造の何れの構造種別を採用するにしても、柱や梁の断面が大きくなったり耐震壁が必要になったりして、フリープランやリフォームに対応することが難しかった。また、ＲＣ造の柱梁接合部は鉄筋が複雑に交差したり、ＳＲＣ造の柱梁接合部では鉄骨の溶接が必要になったりするため、柱と梁との脱着が極めて困難であった。さらに、ＲＣ造及びＳＲＣ造の構造体では、建設時の投入資源量や将来の解体時における廃棄物量が多く、解体や分別も容易ではないため、省資源、循環型の集合住宅には程遠い状態であった。
従来のＳＲＣ柱は、Ｈ形の横断面の柱鉄骨の周囲が多数の柱主筋及び帯筋で補強されたコンクリート層で覆われているため、柱が周囲のコンクリート層の厚さ分だけ太くなり、高強度でスリムな柱が得られない欠点があった。
従来の前記（ａ）のＨＦＣ梁は、梁鉄骨のウェブに貫通孔を穿ったり、肋筋を前記貫通孔に通して梁主筋の周囲に配筋したりなどする配筋のための作業に多くの工数を必要とする欠点がある。
従来の前記（ｂ）のＨＦＣ梁は、梁鉄骨の全長に亘ってそのウェブの両側に固着した長くて狭い幅の鋼製の板体が梁の下側に作用する引張力を分担するとともに、前記板体がウェブへのコンクリートの付着をよくする長所を有しているが、長くて狭い幅の鋼製の板体を梁鉄骨の全長に亘ってそのウェブの両側の所定位置に溶接にて接合する場合には、その溶接作業に高度の熟練と多くの工数とを必要とする欠点があり、また、長くて狭い幅の鋼製の板体を鉄骨梁の全長に亘ってそのウェブの両側の所定位置にボルト・ナットにて接合する場合には、板体及びウェブの所定位置に多数のボルト孔を穿設する必要があり、このボルト孔の穿設等に多くの工数を必要とする欠点があり、狭い幅の鋼製の板体を梁鉄骨のウェブに固着しただけでは、梁鉄骨へのコンクリートの付着が充分であるとはいえない。
従来の前記（ｃ）の柱梁接合部は、Ｈ形の横断面の鉄骨梁の端部を所定の長さに亘って鉄筋コンクリートで覆って鉄骨鉄筋コンクリート造とするため、鉄骨梁の外側に梁主筋及び肋筋があり、又は前記梁主筋及び肋筋の内側の各スチフナの端が鉄骨梁の両方のフランジの幅方向の端縁間から側方に突出するため、梁主筋、肋筋、スチフナ等をコンクリートで覆って造った鉄骨鉄筋コンクリート造の梁の端部が、鉄骨梁の鉄骨鉄筋コンクリート造の端部以外の鉄骨だけの部分に比して極端に大きくなってしまい、建物の有効な室空間を狭めてしまう欠点がある。
そして、従来のＳＲＣ柱、前記（ａ）のＨＦＣ梁、前記（ｂ）のＨＦＣ梁、前記（ｃ）の柱梁接合部の鉄骨梁等を用いたのでは、ＳＲＣ柱が肥大化し、室空間に大きく梁型が露出し、鉄骨とコンクリートとからなるスリムな構造体を得ることができない。
この発明の解決しようとする課題は、従来の技術の上記のような欠点を有しないＨＦＣ柱、ＨＦＣ梁等を用いた中高層建造物を提供すること、換言すると、居住者の将来のニーズの変化や社会環境の変化に容易に対応できて、耐震壁又は耐震ブレース壁架構が少なくかつ室内に梁型が全く表れないか或いは梁型が少ししか表れない広い無柱空間を有する次世代型集合住宅に適し、また、地球環境問題の観点から、資源を有効に活用でき、地震の無い欧米並みにスリム化した鉄骨とコンクリートとからなる構造体で、かつ脱着可能な簡素化された柱梁接合部とすることにより、再利用可能な長寿命の資源循環型のＨＦＣ柱、ＨＦＣ梁等を用いた中高層建造物を提供することにある。
【０００４】
【課題を解決するための手段】
この発明のＨＦＣ柱、ＨＦＣ梁等を用いた中高層建造物は、地盤に基礎が構築され、この基礎の上側に下部支持基体が構築され、基礎と下部支持基体との間の多数の箇所に免震手段がそれぞれ配設され、下部支持基体上にＨＦＣ柱、耐震壁又は耐震ブレース壁架構、ＨＦＣ梁、床スラブ等からなる上部多層躯体が構築されている平面視が長い矩形の中高層建造物において、下部支持基体上に、多数本の第１ＨＦＣ柱が前記矩形の一方の長辺に沿って一定の間隔をおいて樹立され、多数本の第２ＨＦＣ柱が前記矩形の他方の長辺に沿って前記と同じ間隔をおいて樹立され、多数の第１ＨＦＣ柱の列の１本〜数本おきの第１ＨＦＣ柱とこれに対向する第２ＨＦＣ柱との中間に前記短辺と平行に耐震壁又は耐震ブレース壁架構が樹立され、多数の第１ＨＦＣ柱の列のほかの第１ＨＦＣ柱とこれに対向する第２ＨＦＣ柱との中間部付近に第３ＨＦＣ柱が樹立され、前記長辺に沿った各第１ＨＦＣ柱及び各第２各ＨＦＣ柱の梁取付部間に配された第１ＨＦＣ梁が第１ＨＦＣ柱又は第２ＨＦＣ柱の梁取付部に接合され、各第１ＨＦＣ柱及び各第２ＨＦＣ柱の梁取付部と第３ＨＦＣ柱の梁取付部との間に配された第２ＨＦＣ梁又は第２梁鉄骨が第３ＨＦＣ柱及び第１ＨＦＣ柱又は第２ＨＦＣ柱の梁取付部に接合され、第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部と耐震壁又は耐震ブレース壁架構の梁取付部との間に配された第３ＨＦＣ梁又は第３梁鉄骨が耐震壁又は耐震ブレース壁架構及び第１ＨＦＣ柱又は第２ＨＦＣ柱の梁取付部に接合され、第２ＨＦＣ梁又は第２梁鉄骨と第３ＨＦＣ梁又は第３梁鉄骨との間、及び第２ＨＦＣ梁又は第２梁鉄骨と耐震壁又は耐震ブレース壁架構との間に、プレキャストされた床板がそれぞれ配され、各床板の端部が、第２ＨＦＣ梁の梁鉄骨、第３ＨＦＣ梁の梁鉄骨、第２梁鉄骨又は第３梁鉄骨の下側のフランジの上面或いは耐震壁又は耐震ブレース壁架構の床板受け部の支持面で直接支持され、或いは前記上面又は前記支持面上に載設した間隔保持部材を介して支持され、各床板又は各床板上に設けられた床形成材により床スラブが形成されていることを特徴とするものである。
この発明の好適な形態では、第１及び第２ＨＦＣ柱の柱鉄骨のフランジ面が前記矩形の短辺と平行になり第３ＨＦＣ柱の柱鉄骨のフランジ面が前記長辺と平行になるように第１乃至第３ＨＦＣ柱が配置される。
上記中高層建造物は、例えば、７階〜１５階程度の集合住宅である。
【０００５】
この発明の好ましい形態では、各ＨＦＣ柱と各ＨＦＣ梁との接合及び耐震壁又は耐震ブレース壁架構と各ＨＦＣ梁との接合は、着脱可能な接合手段により行なう。着脱可能な接合手段としては、例えば、長ボルト（締め）接合、圧着接合、又はビン接合等による乾式接合法を採用する。なお、解体の容易性を求めない場合には、各ＨＦＣ柱のフランジと各ＨＦＣ梁の梁鉄骨の端部と接合は、溶接による剛接合とすることもできる。
着脱可能な接合手段として圧着接合を採用し、使用するＨＦＣ梁にプレストレスを導入してその強度を高める場合には、必要に応じて、ＨＦＣ梁にプレストレスを付与するために緊張材に導入された緊張力が、ＨＦＣ梁の端部をＨＦＣ柱の梁取付部に圧着させるための力として作用するようにする。
そして、第３ＨＦＣ柱の梁取付部と第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部との間に第２ＨＦＣ梁を配し、第２ＨＦＣ梁を着脱可能な接合手段により第１ＨＦＣ柱乃至第３ＨＦＣ柱の梁取付部に接合し、耐震壁又は耐震ブレース壁架構の梁取付部と第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部との間に第３ＨＦＣ梁を配し、第３ＨＦＣ梁を着脱可能な接合手段により耐震壁又は耐震ブレース壁架構及び第１ＨＦＣ柱又は第２ＨＦＣ柱の梁取付部に接合する。又は、第３ＨＦＣ柱の梁取付部と第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部との間に第２梁鉄骨を配し、第２梁鉄骨を着脱可能な接合手段により第１ＨＦＣ柱乃至第３ＨＦＣ柱の梁取付部に接合し、耐震壁又は耐震ブレース壁架構の梁取付部と第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部との間に第３梁鉄骨を配し、第３梁鉄骨を着脱可能な接合手段により耐震壁又は耐震ブレース壁架構及び第１ＨＦＣ柱又は第２ＨＦＣ柱の梁取付部に接合する。
【０００６】
この発明の好適な形態では、例えば、次の（Ａ）及び（Ｂ）のようにする。
（Ａ）所望の層の所望の箇所の第１ＨＦＣ柱とこれに対向する第２ＨＦＣ柱との中間に第３ＨＦＣ柱（或は耐震壁又は耐震ブレース壁架構）を設けないようにする場合において、前記箇所に対応する前記層の上側に配する第２ＨＦＣ梁又は第２梁鉄骨の代わりに、長い第４ＨＦＣ梁が前記箇所に対応する前記層の上側の第１ＨＦＣ柱と第２ＨＦＣ柱との間に配され、第４ＨＦＣ梁が着脱可能な接合手段により第１ＨＦＣ柱及び第２ＨＦＣ柱に接合され、複数本の緊張材が第４ＨＦＣ梁のコンクリート層中に梁の長手方向に延在させてコンクリートに付着しないように埋め込まれ、各緊張材に引張力を導入した状態が維持されて第４ＨＦＣ梁にプレストレスが付与されている状態にする。
（Ｂ）第２及び第３ＨＦＣ梁又は第２及び第３梁鉄骨を取付ける柱第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部を、第１ＨＦＣ梁を取付ける第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部よりも第２及び第３ＨＦＣ梁又は第２及び第３梁鉄骨の成と略同じ寸法だけ上方に位置させるようにする。
必要に応じて、上記（Ａ）の第４ＨＦＣ梁を第１ＨＦＣ柱及び第２ＨＦＣ柱に圧着接合する場合において、第４ＨＦＣ梁のコンクリート層中に複数本の緊張材が梁の長手方向に延在させてコンクリートに付着しないように埋め込まれ、各緊張材の両方の端よりの部分が第１ＨＦＣ柱及び第２ＨＦＣ柱の挿通孔に通されて、各ＨＦＣ柱の外側に出され、各緊張材に引張力が導入され、導入した引張力が、各ＨＦＣ柱の外側に配された定着具にて保持され、第４ＨＦＣ梁の端部と各ＨＦＣ柱の梁取付部との圧着に寄与するようにする。
【０００７】
この発明の好適な形態では、第１ＨＦＣ柱、第２ＨＦＣ柱及び第２ＨＦＣ柱として、成と幅との差が小さいＨ形鋼の鉄骨にそのウェブの両側の全域にわたって多数本の頭付スタッドを間隔をおいて立設して柱鉄骨又は前記Ｈ形鋼の鉄骨の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼をフランジの内側面に固定した柱鉄骨と、柱鉄骨の両方のフランジの内側面、ウェブの両側の表面、柱鉄骨のフランジの幅方向の端面を含む平面、柱鉄骨の長手方向の端面を含む平面により囲まれる空間内にコンクリートを充填して柱鉄骨に付着させたコンクリート層とで構成されたＨＦＣ柱を使う。
この発明の好適な形態では、第１ＨＦＣ梁として、フランジの幅の広いＨ形鋼の鉄骨にそのウェブの両側の全域にわたって多数本の頭付スタッドを間隔をおいて立設して梁鉄骨又は前記Ｈ形鋼の鉄骨の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼をフランジの内側面に固定した梁鉄骨と、梁鉄骨の両方のフランジの内側面、ウェブの両側の表面、梁鉄骨のフランジの幅方向の端面を含む平面、梁鉄骨の長手方向の端面を含む平面により囲まれる空間内にコンクリートを充填して梁鉄骨に付着させたコンクリート層とで構成されたＨＦＣ梁を使う。
第２ＨＦＣ梁及び第２ＨＦＣ梁として、フランジの幅の広いＨ形鋼の鉄骨にそのウェブの両側の全域にわたって多数本の頭付スタッドを間隔をおいて立設して梁鉄骨又は前記Ｈ形鋼の鉄骨の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼をフランジの内側面に固定した梁鉄骨と、梁鉄骨の両方のフランジの内側面、ウェブの両側の表面、梁鉄骨のフランジの幅方向の端面を含む平面に平行で前記端面からウェブ側に少々寄った平面、梁鉄骨の長手方向の端面を含む平面により囲まれる空間内にコンクリートを充填して梁鉄骨に付着させたコンクリート層とで構成されたＨＦＣ梁を使う。
【０００８】
この発明の建造物においては、例えば、次の（Ｃ）及び（Ｄ）のようにして床スラブを形成する。
（Ｃ）複数のＨＦＣ梁を互い平行でかつ水平に配し、各ＨＦＣ梁の端を複数の柱に接合してなる建造物の床スラブの形成において、各ＨＦＣ梁がＨ形鋼の柱鉄骨とそのフランジ間のみにあって柱鉄骨に付着したコンクリート層とで構成され、前記コンクリート層の表面が各フランジの幅方向の端部の内側面を露出させるようなウェブ面に略平行な面にされ、ＨＦＣ梁とＨＦＣ梁との間にプレキャストコンクリート造の複数の床板を配し、各床板の両方の端部をＨＦＣ梁の梁鉄骨の下側のフランジの幅方向の端部の内側面の上面で直接支持し、又は前記上面上に載設した間隔保持部材を介して支持し、各床板の上側にスラブ鉄筋を配し、スラブ鉄筋をＨＦＣ梁の梁鉄骨に固着し、床板及びＨＦＣ梁の上側にコンクリートを打設して、床スラブを形成するとともに、床板の端面とＨＦＣ梁のコンクリート層の表面との間の隙間をコンクリートで満たし、床板が動かないようにする。
【０００９】
（Ｄ）複数のＨ形鋼の梁鉄骨を互いに平行でかつ水平に配し、各梁鉄骨の端を複数の柱に接合してなる建造物の床スラブの形成において、梁鉄骨と梁鉄骨との間にプレキャストコンクリート造の複数の床板を配し、各床板の両方の端部を梁鉄骨の下側のフランジの上面で直接支持し、又は前記上面上に載設した間隔保持部材を介して支持し、各床板の上側にスラブ鉄筋を配し、スラブ鉄筋を梁鉄骨に固着し、床板の端部と梁鉄骨との隙間をコンクリートで満たして、各梁鉄骨をＨＦＣ梁化とするとともに、床板及び梁鉄骨の上側にコンクリートを打設して床スラブを形成する。
上記（Ｄ）の場合には、梁鉄骨として、例えば、Ｈ形鋼のウェブの両側の全域にわたって多数本の頭付スタッドを間隔をおいて立設した梁鉄骨又はＨ形鋼の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼をフランジの内側面に固定した梁鉄骨を用いる。
【００１０】
【実施例】
実施例１は、図１〜図２４に示され、この発明を多層の集合住宅に適用した例である。
初めに、構成要素となるＨＦＣ柱１０Ａ〜１０Ｃ、ＨＦＣ梁２０Ａ〜２０Ｃ、耐震壁３０等の構成及びそれらの接合の仕方等を説明する。
ＨＦＣ柱１０Ａ〜１０Ｃは、図３及び図４に示すように、Ｈ形鋼の柱鉄骨１１とそのフランジ１１ａ，１１ａ間のみにあって柱鉄骨１１に付着したコンクリート層１２とで構成される。図示のＨＦＣ柱１０Ａ〜１０Ｃでは、その柱鉄骨１１の成Ｈとフランジ幅Ｗとが同じであるが、成Ｈと幅Ｗとが異なっていてもよい。
ＨＦＣ柱１０Ａ〜１０Ｃは、各柱鉄骨１１のウェブ１１ｂの両側に、多数本の頭付スタッドＳｄを、その略全域にわたって長手方向及び幅方向に間隔をおいて、それらの基端部がウェブ１１ｂに対して直角になるように溶接にて固着してある。
ＨＦＣ柱１０Ａ〜１０Ｃのコンクリート層１２は、柱鉄骨１１のウェブ１１ｂの両側の両方のフランジ１１ａの内側の面、ウェブ１１ｂの表面、両方のフランジ１１ａの幅方向の端面を含む平面、柱鉄骨１１の長手方向の両方の端面を含む平面により囲まれる空間内にコンクリートを充填して形成される。
【００１１】
ＨＦＣ柱１０Ａ〜１０Ｃのフランジ１１ａの面にＨＦＣ梁２０Ａを長ボルト接合する場合には、ＨＦＣ柱１０Ａの梁取付部の左側及び右側のフランジ１１ａ及びコンクリート層１２ｂに、図１５及び図１６に示すように、長ボルトＬｂを通す挿通孔１１ａ_２，１２ｂ_１を設ける。ＨＦＣ柱１０Ａ，１０Ｂのコンクリート層１２ｂの面にＨＦＣ梁２０Ｂ，２０Ｃを長ボルト接合する場合には、ＨＦＣ柱１０Ａ，１０Ｂの梁取付部のウェブ１１ｂ及びコンクリート層１２ｂの下部及び上部に、図１７及び図１８に示すように、長ボルトＬｂを通す挿通孔１１ｂ_１，１２ｂ_２を設ける。
ＨＦＣ柱１０Ａ〜１０Ｃのフランジ面にＨＦＣ梁２０Ａ，２０Ｂを圧接接合する場合には、ＨＦＣ柱１０Ａ〜１０Ｃの梁取付部のフランジ１１ａ及びコンクリート層１２ｂの下部及び上部に、図２１〜図２２に示すように、緊張材Ｔｄを通す挿通孔１１ａ_３，１２ｂ_３を設ける。ＨＦＣ柱１０Ａのコンクリート層の面にＨＦＣ梁２０Ｂ，２０Ｃを圧接接合する場合には、ＨＦＣ柱１０Ａ，１０Ｂの梁取付部のウェブ１１ｂ及びコンクリート層１２ｂの下部及び上部に、図２３及び図２４に示すように、緊張材Ｔｄを通す挿通孔１１ｂ_２，１２ｂ_４を設ける。
【００１２】
コンクリート層を形成する際に、コンクリートを充填する空間内の挿通孔の形成個所に、挿通孔となる中空部のある鞘管を配置してから、コンクリートを充填すると、コンクリート層への挿通孔の形成が容易になる。
圧接接合の場合には、必要に応じて、梁取付部の下側にここに取り付けるＨＦＣ梁２０Ａ〜２０Ｃの端部を受ける梁受アングル１４，２４をボルト止め又は溶接にて固着しておくとよい。
ＨＦＣ柱１０Ａ〜１０Ｃは、必要に応じて、図２１に示すように、その梁取付部に対応する柱鉄骨１１のウェブ１１ｂの両側のフランジ１１ａ間に鋼板製のスチフナ１１ｃ，１１ｃを配し、スチフナ１１ｃ，１１ｃをフランジ１１ａの内側面に直角に溶接にて固着し、梁取付部の近傍の柱鉄骨１１を補強する。
【００１３】
ＨＦＣ柱１０Ａ〜１０Ｃ同士を長ボルト接合する場合には、図１３及び図１４に示すように、１０Ａ〜１０Ｃの端部のウェブ１１ｂの両側のフランジ１１ａ及びコンクリート層１２ａに、長ボルトＬｂを通す挿通孔１１ａ_１，１２ａ_１を設け、ＨＦＣ柱の端部の両方のフランジ１１ａの外側に鋼板からなる添え板Ｓｐを当て、添え板Ｓｐのボルト孔およびＨＦＣ柱の挿通孔１１ａ_１，１２ｂ_１に長ボルトＬｂを通し、長ボルトＬｂの端部のねじ部にナットをねじ込んで、ＨＦＣ柱同士を接合する。
ＨＦＣ柱１０Ａ〜１０Ｃ同士を圧着接合する場合には、図１９及び図２０に示すように、ＨＦＣ柱のウェブ１１ｂの両方の側のコンクリート層１２の端部からある程度はなれた処にコンクリートのない空部１３を設け、端部よりのコンクリート層１２ａにＨＦＣ柱の端面から前記空部１４に通じる緊張材Ｔｄを通す対の挿通孔１２ａ_２を設ける。そして、下側のＨＦＣ柱１０Ａ〜１０Ｃの上側の端面と上側のＨＦＣ柱１０Ａ〜１０Ｃの下側の端面とをそれらの間にモルタルＭｔを介在させて密着させ、コンクリート層の挿通孔１２ａ_２に、緊張材Ｔｄを通して、それらＴｄの端部を各空部１３に出して、これらの空部１３に適宜の引張力導入手段を入れて、緊張材Ｔｄに引張力を導入して、導入した引張力を緊張材Ｔｄの端部に嵌めた定着具Ａｄにて保持して、一方のＨＦＣ柱の端面を他方のＨＦＣ柱の端面に強く圧接した状態を保持し、前記空部１３をモルタル又はコンクリートで満たし、ＨＦＣ柱同士を接合する。なお、ＨＦＣ柱１０Ａ〜１０Ｃの長さは、運搬に適するように、階高寸法の２倍〜３倍程度にする。
【００１４】
ＨＦＣ梁２０Ａは、図５及び図６に示すように、Ｈ形鋼の梁鉄骨２１とそのフランジ２１ａ，２１ａ間のみにあって梁鉄骨に付着したコンクリート層２２とで構成される。図示のＨＦＣ梁２０Ａでは、その梁鉄骨２１の成Ｈとそのフランジ幅Ｗとが同じになっているが、成Ｈと幅Ｗとが異なっていてもよい。
ＨＦＣ梁２０Ａの梁鉄骨２１には、そのウェブ２１ｂの両側に、多数本の頭付スタッドＳｄが、その略全域にわたって長手方向及び幅方向に間隔をおいて、それらの基端部をウェブ１１ｂに対して直角になるように溶接にて固着されている。
ＨＦＣ梁２０Ａのコンクリート層２２は、梁鉄骨２１のウェブ２１ｂの両側のフランジ２１ａの内側の面、ウェブ２１ｂの表面、両方のフランジ２１ａの幅方向の端縁を含む平面、梁鉄骨２１の長手方向の両方の端面を含む平面により囲まれる空間内にコンクリートを充填して形成される。
なお、ＨＦＣ柱１０Ａ〜１０Ｃ、ＨＦＣ梁２０Ａ及び後記ＨＦＣ梁２０Ｂ，２０Ｃの梁鉄骨としては、鉄骨１１，２１のウェブ１１ｂ，２１ｂに多数本の頭付スタッドＳｄを固着する代わりに、図８に示すように、鉄骨１１，２１の両方のフランジ１１ａ，２１ａの内側面に、ウェブ１１ｂ，２１ｂと平行に異形棒鋼（異形鉄筋）Ｄｂをそれぞれ配し、それらの異形棒鋼Ｄｂをフランジ１１ａ，２１ａの内側面に溶接にて固着するようにして製作したものを使ってもよい。
【００１５】
ＨＦＣ梁２０ＡをＨＦＣ柱１０Ａ，１０Ｂに長ボルト接合する場合には、梁鉄骨２１の端よりの部分のウェブ２１ｂの両側の両方のフランジ２１ａ及びコンクリート層２２ａに、図１５及び図１６に示すように、長ボルトＬｂを通す挿通孔２１ａ_１，２２ａ_１を設ける。
そして、所定の位置に建てたＨＦＣ柱１０Ａ，１０Ｂのフランジ１１ａの梁取付部の下側に梁受アングル２５Ａの垂直部をそれぞれ当てがい、梁受アングル２５の垂直部のボルト孔及びＨＦＣ柱１０Ａの挿通孔１１ａ_２，１２ｂ_１に長ボルトＬｂを通し、長ボルトＬｂのねじ部にナットｎをねじ込んで、下側の梁受アングル２５Ａの垂直部をＨＦＣ柱１０Ａ，１０Ｂに固定する。
ＨＦＣ柱１０Ａ，１０Ｂに固定した下側の梁受アングル２５Ａの水平部の上側にＨＦＣ梁２０Ａの端部を載置し、ＨＦＣ梁２０Ａの端部の上側に梁受アングル２５Ｂの水平部を当てがい、梁受アングル２５Ｂの垂直部のボルト孔及びＨＦＣ柱の挿通孔１１ａ_２，１２ｂ_１に長ボルトＬｂを通し、長ボルトＬｂのねじ部にナットｎをねじ込んで、上側の梁受アングル２５Ｂの垂直部をＨＦＣ柱に固定するとともに、上側の梁受アングル２５Ｂの水平部のボルト孔、ＨＦＣ梁２０Ａの端部の挿通孔２１ａ_１，２２ａ_１及び下側の梁受アングル２５Ａの水平部のボルト孔に長ボルトＬｂを通し、長ボルトＬｂのねじ部にナットｎをねじ込んで、ＨＦＣ梁２０Ａの端部を上側及び下側の梁受アングル２５Ａ，２５Ｂに固定する。
【００１６】
ＨＦＣ梁２０ＡをＨＦＣ柱１０Ａ，１０Ｂに圧着接合する場合には、図２１及び図２２に示すように、ＨＦＣ梁２０Ａの端部から所定の距離はなれた処のウェブの両側にコンクリートのない空部２３を設け、ＨＦＣ梁２０Ａの端部よりコンクリート層２２ａにＨＦＣ梁の端面から前記空部２３に通じる緊張材Ｔｄを通す対の挿通孔２２ａ_３を設ける。そして、ＨＦＣ柱１０Ａ，１０Ｂの両側の梁取付面にＨＦＣ梁２０Ａの端面をそれらの間にモルタルＭｔを介在させて密着させ、各ＨＦＣ梁２０Ａの挿通孔２２ａ_３及びＨＦＣ柱１０Ａ，１０Ｂの挿通孔１１ａ_３，１２ｂ_３に、緊張材Ｔｄを通して、それらの緊張材Ｔｄの端部を各空部２３に出して、適宜の引張力導入手段により、緊張材Ｔｄに引張力を導入し、導入した引張力を緊張材の端部に嵌めた定着具Ａｄにて保持して、ＨＦＣ梁２０Ａの端面をＨＦＣ柱１０Ａの梁取付面に強く圧接した状態を保持し、前記空部２３をモルタル又はコンクリートで満たし、ＨＦＣ梁２０ＡをＨＦＣ柱１０Ａ，１０Ｂに接合する。
【００１７】
ＨＦＣ梁２０Ｂは、図７、図２３及び図２４に示すように、ＨＦＣ梁２０Ａと同様にＨ形鋼の梁鉄骨２１とそのフランジ２１ａ，２１ａ間のみにあって梁鉄骨２１に付着したコンクリート層２２とで構成される。図示のＨＦＣ梁１０Ｂでは、その梁鉄骨２１の成Ｈとそのフランジ幅Ｗとが同じであるが、成Ｈと幅Ｗとが異なっていてもよい。
ＨＦＣ梁２０Ｂの梁鉄骨２１への頭付スタッドＳｄの配設の仕方等はＨＦＣ梁２０Ａの場合と同じある。ＨＦＣ梁２０Ｂのコンクリート層２２は、図７に示すように、梁鉄骨２１のウェブ２１ｂの両側のフランジ２１ａの内側の面、ウェブ２１ｂの表面、両方のフランジ２１ａの幅方向の端面を含む平面と平行でウェブ２１ｂ側に少々寄った平面２２ｆ、梁鉄骨２１の長手方向の両方の端面を含む平面により囲まれる空間内にコンクリートを充填して形成される。
ＨＦＣ梁２０Ｃは、その長さがＨＦＣ梁２０Ｂより短いがその構成はＨＦＣ梁２０Ｂと同じである。
なお、平面視が長い矩形の建物の長辺方向の両端のＨＦＣ柱１０Ａ，１０Ｂに接合するＨＦＣ梁２０Ｃは、その短辺の外側に面するコンクリート層２２の表面をフランジ２１ａの幅方向の外側の端面を含む平面と面一にしてある。
【００１８】
ＨＦＣ梁２０Ｂ，２０ＣをＨＦＣ柱１０Ａ，１０Ｂに長ボルト接合する場合は、図１７及び図１８に示すように、ＨＦＣ柱１０Ａ，１０Ｂのコンクリート層１２ｂの梁取付部の下側及び上側に梁受アングル２５Ａの垂直部をそれぞれ当てがい、梁受アングル２５Ａの垂直部のボルト孔及びＨＦＣ柱１０Ａ，１０Ｂの挿通孔１１ｂ_１，１２ｂ_２に長ボルトＬｂを通し、長ボルトＬｂのねじ部にナットｎをねじ込んで、梁受アングル２５Ａの垂直部をＨＦＣ柱１０Ａ，１０Ｂに固定する。
ＨＦＣ柱１０Ａ，１０Ｂに固定した下側の梁受アングル２５Ａの水平部の上側にＨＦＣ梁２０Ｂ，２０Ｃの端部を載置し、ＨＦＣ梁２０Ｂ，２０Ｃの端部の上方に上側の梁受アングル２５Ｂの水平部を当てがい、この梁受アングル２５Ｂの垂直部のボルト孔及びＨＦＣ柱の挿通孔１１ｂ_１，１２ｂ_２に長ボルトＬｂを通し、長ボルトＬｂのねじ部にナットｎをねじ込んで、上側の梁受アングル２５の垂直部をＨＦＣ柱に固定するとともに、上側の梁受アングル２５Ｂの水平部のボルト孔、ＨＦＣ梁２０Ｂ，２０Ｃの端部の挿通孔２１ａ_２，２２ａ_２及び下側の梁受アングル２５Ａの水平部のボルト孔に長ボルトＬｂを通し、長ボルトＬｂのねじ部にナットｎをねじ込んで、ＨＦＣ梁２０Ｂ，２０Ｃの端部を上側及び下側の梁受アングル２５Ａ，２５Ｂに固定する。
ＨＦＣ梁２０ＢのＨＦＣ柱１０Ｃへの固着の仕方は、ＨＦＣ梁２０ＡをＨＦＣ柱１０Ａ，１０Ｂへ長ボルト接合する場合と同じである。
ＨＦＣ柱１０Ｃの両方のフランジにＨＦＣ梁２０Ｂを圧着接合する場合のＨＦＣ梁２０Ｂの端部の構成及びそのＨＦＣ柱１０Ｃへの固着の仕方は、ＨＦＣ梁２０ＡをＨＦＣ柱１０Ａ，１０Ｂへ圧着接合する場合と同じである。
【００１９】
ＨＦＣ梁２０Ａ〜２０Ｃの端部をＨＦＣ柱１０Ａ，１０Ｂのコンクリート層の面に圧着接合する場合には、図２３及び図２４に示すように、ＨＦＣ梁２０Ｂ，２０Ｃの端部から所定の距離はなれた処のウェブ２１ｂの両側にコンクリートのない空部２３を設け、端部よりのコンクリート層２２ａにＨＦＣ梁２０Ｂ，２０Ｃの端面から前記空部２３に通じる緊張材Ｔｄを通す対の挿通孔２２ａ_３を設ける。
そして、ＨＦＣ柱１０Ａ，１０Ｂの内側のコンクリート層２２ａの梁取付面にＨＦＣ梁２０Ｂ，２０Ｃの端面をそれらの間にモルタルＭｔを介在させて密着させ、ＨＦＣ梁２０Ｂ，２０Ｃの挿通孔２２ａ_３及びＨＦＣ柱１０Ａ，１０Ｂの挿通孔１１ｂ_２，１２ｂ_４に、緊張材Ｔｄを通して、それらの一方の端部をＨＦＣ梁２０Ｂ，２０Ｃの各空部２３に出し、他方の端部をＨＦＣ柱１０Ａ，１０Ｂの外側に出して、適宜の引張力導入手段にて緊張材Ｔｄに引張力を導入し、導入した引張力を緊張材Ｔｄの端部に嵌めた定着具Ａｄにて保持して、ＨＦＣ梁２０Ｂ，２０Ｃの端面をＨＦＣ柱１０Ａ，１０Ｂの梁取付面に強く圧接した状態を保持し、前記空部２３をモルタル又はコンクリートで満たし、ＨＦＣ梁２０Ｂ，２０ＣをＨＦＣ柱１０Ａ，１０Ｂに接合する。
なお、実施例１では、ＨＦＣ柱１０Ａ，１０Ｂの挿通孔１１ｂ_１，１２ｂ_２，１１ｂ_２，１２ｂ_４，は、その挿通孔１１ａ_２，１２ｂ_１，１１ａ_３，１２ｂ_３よりＨＦＣ梁２０Ｂ，２０Ｃの成と略同じ寸法だけ高い位置のＨＦＣ柱１０Ａ，１０Ｂのウェブ１１ｂ及びコンクリート層１２ｂに設けられている。
【００２０】
また、建物の長辺方向の両方の端に位置するＨＦＣ柱１０Ａ，１０ＢにＨＦＣ梁２０Ａを圧着接合する場合には、ＨＦＣ柱１０Ａ，１０Ｂの一方のフランジの梁取付面にＨＦＣ梁２０Ａの端面をそれらの間にモルタルを介在させて密着させ、ＨＦＣ梁２０Ａのコンクリート層１２ａの挿通孔２２ａ_３及びＨＦＣ柱の挿通孔１１ａ_３，１２ｂ_３に、緊張材Ｔｄを通して、それらの一方の端部を各空部２３に出して、それらの他方の端部をＨＦＣ柱１０Ａ，１０Ｂの外側に出して、適宜の引張力導入手段にて緊張材Ｔｄに引張力を導入し、導入した引張力を緊張材Ｔｄの端部に嵌めた定着具Ａｄにて保持して、ＨＦＣ梁１０Ａの端面をＨＦＣ柱１０Ａ，１０Ｂの梁取付面に強く圧接した状態を保持し、前記空部２３をモルタル又はコンクリートで満たし、前記ＨＦＣ梁２０Ａを前記ＨＦＣ柱１０Ａ，１０Ｂに接合する。
【００２１】
耐震壁３０は、例えば、図１１及び図１２に示されている構成を有し、縦方向に間隔（例えば、２００ｍｍ）をおいて配した多数の縦鉄筋（例えば、Ｄ１６）３１ａと横方向に間隔（例えば、２００ｍｍ）をおいて配した多数の横鉄筋（例えば、Ｄ１６）３１ｂとを結合してなる格子状鉄筋３１の２枚を間隔をおいて平行に配置し、これらの格子状鉄筋３１，３１の周りに型枠を配置し、型枠内にコンクリート３２を打設して、横断面が長い矩形の厚くて長いプレキャストコンクリート造の板状体として形成される。耐震壁３０の縦方向の寸法は、運搬に適するように、階高寸法、又は階高寸法の２〜３倍程度の長さにする。
耐震壁３０にＨＦＣ梁２０Ｂをボルト接合する場合には、耐震壁３０の梁取付部の下側及び上側に、山形鋼からなる梁受部材３３を固定するために用いるボルトをねじ込む埋込ナットを耐震壁３０の梁取付部の下側及び上側に予め埋設（ボルトの一方の端を埋め込んでもよい）して、耐震壁３０を形成する。
耐震壁３０にＨＦＣ梁２０Ｃを圧着接合する場合には、耐震壁３０の梁取付部に対応する部分に緊張材を通す挿通孔を複数箇設けて耐震壁を形成する。そして耐震壁３０の各挿通孔とＨＦＣ梁２０Ｃの各挿通孔２２ａ_３に緊張材をそれぞれ通し、それらの緊張材に引張力を導入し、導入した引張力を定着具にて保持して、ＨＦＣ梁１０Ｃを耐震壁３０に接合する。
【００２２】
耐震壁３０の側面の床板取付部には、床板４１の端部４１ａを挿入する水平方向の溝を形成しておくか、或は、図１１及び図１２に示すように、床板取付部に山形鋼又は溝形鋼からなる床板受部材３４を適宜の接合手段、例えば、ボルト接合にて耐震壁３０の側面に接合する。
下側の耐震壁３０の上端に上側の耐震壁３０の下端を接合する場合には、例えば、下側のＨＦＣ柱１０Ａ，１０Ｂの上端に上側のＨＦＣ柱１０Ａ，１０Ｂの下端を接合する場合のやり方、すなわち、図１３及び図１４に示す長ボルト接合又は図１９及び図２０に示す圧着接合と同様のやり方にて行なうが、それ以外のやり方で接合してもよい。
なお、圧着接合する場合には、必要に応じて、ＨＦＣ柱１０Ａ〜１０Ｃの空部１３内及びＨＦＣ梁２０Ａ〜２０Ｃの空部２３内に、ウェブ１１ｂ，２１ｂに立設した多数本の頭付スタッドＳｄのうちの少なくとも１本の少なくともその頭部が位置するようにする。
【００２３】
次に、図１及び図２に示す多層の集合住宅の構築の仕方を説明する。
図２に示すよに、集合住宅が構築される箇所の地盤中に多数のコンクリート造の現場打ち杭１を構築し、地表面ＧＬから所定の深さのところに杭頭と一体にコンクリート造の平らな基盤２を構築し、この基盤２の上側に基礎２との間に隙間をあけて、基礎梁等からなる鉄筋コンクリート造の下部支持躯体４を構築する。そして、基盤２の上側の多数の設置部２ａと下部支持躯体４の下側の前記設置部２ａに対応する受け部４ａとの間に免震装置３をそれぞれ配し、免震手段３の下側を設置部２ａに取り付け、免震手段３の上側を各受け部４ａに取り付ける。免震装置３としては、積層ゴム等からなる免震装置、滑り支承体を使う免震装置等を用いる。
下部支持躯体４の柱及び耐震壁の樹立位置には、鉛直方向の凹部４ａ，４ｂがそれぞれ設けられ、各凹部４ａ内にＨＦＣ柱１０Ａ〜１０Ｃ及び耐震壁３０の下部を差し込み、それらの下部と凹部４ａの内周面との間の隙間にモルタル又はコンクリートを充填して、下部支持躯体４の所定位置にＨＦＣ柱及び耐震壁を樹立する。
【００２４】
建物の平面視が長い矩形の一方の長辺に沿って同じ間隔をおいて多数本の第１ＨＦＣ柱１０Ａを樹立し、他方の長辺に沿って同じ間隔をおいて多数本の第２ＨＦＣ柱１０Ｂを樹立し、第１ＨＦＣ柱１０Ａと第２ＨＦＣ柱１０Ｂの中間には、第３ＨＦＣ柱１０Ｃ又は耐震壁３０を樹立する。
各ＨＦＣ柱１０Ａ，１０Ｂは、その柱鉄骨１１のフランジ１１ａ面が建物の平面視が長い矩形の短辺に平行になるように配置し、各ＨＦＣ柱１０Ｃは、その柱鉄骨１１のフランジ１１ａ面が建物の前記矩形の長辺に平行になるように配置する。
建物の前記矩形の長辺の両端においては、第１ＨＦＣ柱１０Ａと第２ＨＦＣ柱１０Ｂとの間には、通常は耐震壁３０を配置するが、耐震壁３０の代わりにＨＦＣ柱１０Ｃを配置してもよい。
また、建物の前記矩形の長辺の両端以外の第１ＨＦＣ柱１０Ａと第２ＨＦＣ柱１０Ｂとの間においても、第１ＨＦＣ柱１０Ａ列の１本又は複数本おいた第１ＨＦＣ柱１０Ａとこけに対向する第２ＨＦＣ柱１０Ｂと間にも耐震壁３０を配置する。耐震壁３０を配置しない第１ＨＦＣ柱１０Ａと第２ＨＦＣ柱１０Ｂとの間には、通常はＨＦＣ柱１０Ｃを配置する
実施例１では、下部支持躯体４上に、例えば、プレキャストコンクリート造の床板を配置して、１階の床を形成する。
【００２５】
各ＨＦＣ柱１０Ａ，１０Ｂの２階の梁取付部間に、ＨＦＣ梁２０Ａをそれぞれ配し、それらの端部を、前述した長ボルト接合又は圧着接合にて、各ＨＦＣ柱１０Ａ，１０Ｂに接合する。
ＨＦＣ柱１０Ａ，１０Ｂの２階の梁取付部と、耐震壁３０の２階の梁取付部との間にＨＦＣ梁２０Ｃをそれぞれ配し、それらのＨＦＣ梁２０Ｃの端部を前述した長ボルト接合又は圧着接合にて各ＨＦＣ柱１０Ａ，１０Ｂ及び耐震壁３０に接合する。
各ＨＦＣ柱１０Ａ，１０Ｂの２階の内側の梁取付部と、各ＨＦＣ柱１０Ｃの２階の両側の梁取付部との間にＨＦＣ梁２０Ｂをそれぞれ配し、それらのＨＦＣ梁２０Ｂの端部を前述した長ボルト接合又は圧着接合にて各ＨＦＣ柱１０Ａ〜１０Ｃに接合する。
第１実施例では、各ＨＦＣ柱１０Ａ，１０ＢへのＨＦＣ梁２０Ｂ，２０Ｃの取付位置は、各ＨＦＣ柱１０Ａ，１０ＢへのＨＦＣ梁２０Ａの取付位置よりも、ＨＦＣ梁２０Ｂ，２０Ｃの成と略同じ寸法だけ高い位置になっている。
【００２６】
２階のＨＦＣ梁２０ＢとＨＦＣ梁２０Ｃと間、２階のＨＦＣ梁２０ＢとＨＦＣ梁２０Ｂと間、２階のＨＦＣ梁２０Ｂと耐震壁３０の床板取付部との間に、図１０に示すようなプレキャストコンクリート造の床板４１を配し、床板４１の両方の端部４１ａをＨＦＣ梁２０Ｂ，２０Ｃの梁鉄骨２１の下側のフランジ２１ａの幅方向の端よりの部分の上面又は耐震壁３０に固着した床板受部材３４の上面にて支持する。
それから、図９図及び１０に示すように、床板４１の上側に格子状のスラブ鉄筋４２を配し、スラブ鉄筋４２を梁鉄骨２１の上側のフランジ２１ａに固着し、床板４１の上側にコンクリート４３を打設して、２階の床スラブ４０を形成する。
なお、床板４１には、そのコンクリート部４１ａにその幅方向に間隔をおいて互いに平行な長手方向に延びる多数の開口部４１ｂが形成され、そのコンクリート部４１ａの下側の部分に幅方向に間隔をおいて長手方向に延びる多数本のＰＣ鋼材４１ｃが埋め込まれ、それらのＰＣ鋼材４１ｃに引張力を導入することにより床板４１にプレストレスが導入されている。
コンクリート４３を打設する際に、床板４１の端面と、ＨＦＣ梁２０Ｂ，２０Ｃ等のコンクリート層２２の表面、フランジ２１ａの表面等との間の隙間にもコンクリートを充填し、床板４１がＨＦＣ梁に対して移動できないようにする。
【００２７】
上記と同様のやり方にて、各ＨＦＣ柱１０Ａ，１０Ｂの３階の梁取付部間に配したＨＦＣ梁２０Ａを、前述した長ボルト接合又は圧着接合にて、各ＨＦＣ柱に接合し、各ＨＦＣ柱１０Ａ，１０Ｂの３階の梁取付部と耐震壁３０の３階の梁取付部との間にＨＦＣ梁２０Ｃを配したＨＦＣ梁２０Ｃを、前述した長ボルト接合又は圧着接合にて、各ＨＦＣ柱及び耐震壁に接合し、各ＨＦＣ柱１０Ａ，１０Ｂの３階の内側の梁取付部と各ＨＦＣ柱１０Ｃの３階の両側の梁取付部との間に配したＨＦＣ梁２０Ｂを、前述した長ボルト接合又は圧着接合にて、各ＨＦＣ柱に接合する。そして、３階のＨＦＣ梁２０ＢとＨＦＣ梁２０Ｃと間、３階のＨＦＣ梁２０Ｂ間、３階のＨＦＣ梁２０Ｂと耐震壁３０の床板受部材３４との間に床板４１を配して、３階の床スラブ４０を形成する。
そして、下側のＨＦＣ柱１０Ａ〜１０Ｃの上端に上側のＨＦＣ柱１０Ａ〜１０Ｃを、前述した長ボルト接合又は圧着接合にて接合して継ぎ足し、下側の耐震壁３０の上端に上側の耐震壁３０を、前述した長ボルト接合又は圧着接合にて継ぎ足し、上記と同様のやり方にて更に上層の階を構築し、例えば、９階の集合住宅の建物躯体を構築する。
例えば、長辺方向の１スパンを７．２ｍとし、短辺方向の１スパンを７．２５ｍとし、一戸当たりの占有空間を、長辺方向の２スパンと短辺方向の２スパンとで区切られる空間とし、図１に示すように、長辺方向の一方の辺に沿って部分をバルコニー５１とし、他方の辺に沿って部分を廊下５２とするために、長辺に沿ってそれぞれ壁５３，５４を設ける。また、建物の短辺に沿って配置したＨＦＣ柱１０Ａ，１０Ｂと耐震壁３０とを連結する各ＨＦＣ梁１０Ｃの外側には、それぞれ壁５５を設ける。
【００２８】
実施例２は、図２５〜図２８に示され、この発明を多層の集合住宅に適用した例である。
ＨＦＣ柱１０Ａ〜１０Ｃ、ＨＦＣ梁２０Ａ〜２０Ｃ及び耐震壁３０の構成、スラブ４０の形成の仕方等は実施例１と同じであるが、例えば、一戸当たりの占有空間の中央には第３ＨＦＣ柱１０Ｃを設けないようにする点と、このＨＦＣ柱１０Ｃを設けない処の上側に、実施例１で用いたＨＦＣ梁２０Ｂに替えて、ＨＦＣ梁２０Ｄを配置する点が実施例１のものと相違している。
ＨＦＣ梁２０Ｄとしては、プレストレスを導入したアンボンドＰＣプレキャストＨＦＣ梁２０Ｄを用いる。その端部はＨＦＣ柱１０Ａ，１０Ｂのコンクリート層の面（弱軸方向の面）に接合する。この場合は，梁成やたわみに対する十分な配慮が必要である。
ＨＦＣ梁２０Ｄの長さは、ＨＦＣ梁２０Ｂの長さの２倍にＨＦＣ柱１０Ｃの柱鉄骨２１の成を加えた寸法であり、頭付スタッドＳｄやコンクリート層２２の配置は、ＨＦＣ梁２０Ａ〜２０Ｃと同じであるが、ＨＦＣ梁２０Ｄでは、長い緊張材Ｔｄ_１を、梁鉄骨２１のウェブ２１ｂの両側のコンクリート層２２中に、その両方の端をコンクリート層の長手方向の端面から出しかつコンクリートに接着しない状態にして、それぞれ埋め込み、各緊張材Ｔｄ_１に引張力を導入し、導入した引張力を緊張材Ｔｄ_１の端部に嵌めた定着具Ａｄ_１にて保持して、梁鉄骨２１及びコンクリート層２２にプレストレスを導入して、製作されている。
【００２９】
第１ＨＦＣ柱１０Ａと第２ＨＦＣ柱１０Ｂとの間に、ＨＦＣ梁２０Ｄを配し、ＨＦＣ梁２０Ｄの両端を、前述した長ボルト接合又は圧着接合にて、各ＨＦＣ柱１０Ａ，１０Ｂに着脱可能に接合する。
ＨＦＣ梁１０ＤをＨＦＣ柱１０Ａ，１０Ｂに圧着接合する場合に、例えば、図２８に示すように、前記各緊張材Ｔｄ_１の両方の端部よりの部分をＨＦＣ柱１０Ａ，１０Ｂに設けておいた挿通孔に通してＨＦＣ柱１０Ａ，１０Ｂの外側に出し、他の圧着接合用の緊張材ＴｄをＨＦＣ梁１０Ｄの端部よりのコンクリート層の部分の挿通孔及びＨＦＣ柱１０Ａ，１０Ｂに設けた挿通孔に通してＨＦＣ柱１０Ａ，１０Ｂの外側に出し、緊張材Ｔｄに引張力を導入し、導入した引張力をＨＦＣ柱１０Ａ，１０Ｂの外側に配した定着具Ａｄにて保持してから、ＨＦＣ梁１０Ｄの端部から所定距離はなれた処の空部をコンクリートで満たし、このコンクリートが硬化してから、緊張材Ｔｄ_１に引張力を導入し、その導入した引張力をＨＦＣ柱１０Ａ，１０Ｂの外側に配した定着具Ａｄ_１にて保持するようにすると、緊張材Ｔｄ_１を圧着接合とＨＦＣ梁１０Ｄのプレストレス化とに兼用することができる。
実施例２では、一戸当たりの占有空間の中央に第３ＨＦＣ柱１０Ｃを設けないようにすることができるから、前記占有空間内において所望の広さの空間をつくることができる。
なお、実施例２において、ＨＦＣ梁２０Ｄの中央部の上側に上階のＨＦＣ柱１０Ｃがある場合は、ＨＦＣ梁２０Ｄの中央部を上階のＨＦＣ柱１０Ｃの下端に連結する。
【００３０】
実施例３は、図２９〜図３２に示され、この発明を多層の集合住宅に適用した例である。
ＨＦＣ柱１０Ａ〜１０Ｃ、ＨＦＣ梁２０Ａ及び耐震壁３０の構成、ＨＦＣ柱１０Ａ，１０ＢとＨＦＣ梁２０Ａとの接合の仕方等は実施例１と同じであるが、結果としてＨＦＣ梁となる第２梁鉄骨２０Ｅ及び第３梁鉄骨２０Ｆ、梁鉄骨２０Ｅ，２０ＦとＨＦＣ柱１０Ａ〜１０Ｃ又は耐震壁３０と接合の仕方、及びスラブの形成の仕方等が実施例１のものと少々相違している。
梁鉄骨２０Ｅ，２０Ｆとしては、図３１に示すように、実施例１のＨＦＣ梁２０Ｂ，２０Ｃの梁鉄骨２１と同じ構成のものを用いる。
例えば、ＨＦＣ柱１０Ａ〜１０Ｃの柱鉄骨にはＨ−４５８×４１７×３０×５０を用い、ＨＦＣ梁２０Ａの梁鉄骨にはＨ−４００×４００×１３×２１を用い、梁鉄骨２０Ｅ，２０ＦにはＨ−３００×３００×１０×１５を用い、ＨＦＣ柱１０Ａ〜１０Ｃ及びＨＦＣ梁２０Ａのコンクリート層にはＦｃ４２を用いる。
【００３１】
次に、図２９及び図３０に示す多層の集合住宅の構築の仕方を説明する。
図２９に示すよに、現場打ち杭１、基盤２、下部支持躯体４、免震装置３の設置の仕方等は実施例１と概ね同じである。
下部躯体４のＨＦＣ柱又は耐震壁の樹立位置の凹部内にＨＦＣ柱１０Ａ〜１０Ｃ及び耐震壁３０の下部を差し込み、それらの下部と凹部４ａの内周面との間の隙間にモルタル又はコンクリートを充填して、各ＨＦＣ柱及び耐震壁を樹立する。
建物の平面視が長い矩形の両方の長辺に沿って一定の間隔で配置した多数（図示例では一長辺あたり１０本）の第１ＨＦＣ柱１０Ａ及び第１ＨＦＣ柱１０Ｂは、その柱鉄骨１１のフランジ１１ａ面が建物の短辺と平行になるように配置され、第１ＨＦＣ柱１０Ａと第２ＨＦＣ柱１０Ｂとの中間に配置した多数（図示例では６本）の第３ＨＦＣ柱１０Ｃは、その柱鉄骨１１のフランジ１１ａ面が建物の長辺と平行になるように配置される。
図示例では、前記矩形の一方の長辺に沿って配置した第１ＨＦＣ柱１０Ａ列の１番目、第４番目、７番目及び１０番目の第１ＨＦＣ柱１０Ａと、これらと対向する他方の長辺に沿って配置した第２ＨＦＣ柱１０Ｂ列の１番目、第４番目、７番目及び１０番目の第２ＨＦＣ柱１０Ｂとの間に、耐震壁３０がそれぞれ配置され、各耐震壁３０はそれらの広い表面が前記矩形の短辺と平行になるように配置され、前記第１ＨＦＣ柱１０Ａ列の２番目、３番目、第５番目、第６番目、８番目及び９番目の第１ＨＦＣ柱１０Ａと、第２ＨＦＣ柱１０Ｂ列の２番目、３番目、第５番目、第６番目、８番目及び９番目の第２ＨＦＣ柱１０Ｂとの間に、第３ＨＦＣ柱１０Ｃが配置されている。１階の床は実施例１の１階の床と同じやり方で形成される。
【００３２】
建物の各ＨＦＣ柱１０Ａ，１０Ｂの２階の梁取付部間に第１ＨＦＣ梁２０Ａをそれぞれ配し、それらのを前述した長ボルト接合又は圧着接合にて各ＨＦＣ柱に接合する。
各耐震壁３０の２階の梁取付部とこれらに対向する各第１ＨＦＣ柱１０Ａ及び各第２ＨＦＣ柱１０Ｂの２階の梁取付部と間に第３梁鉄骨２０Ｆをそれぞれ配し、それらの端部を、例えば、長ボルト接合にて、各ＨＦＣ柱及び耐震壁の梁取付部に着脱可能に接合する。
各第３ＨＦＣ柱１０Ｃの２階の梁取付部とこれらに対向する第１ＨＦＣ柱１０Ａ及び第２ＨＦＣ柱１０Ｂの２階の梁取付部との間に、第２梁鉄骨２０Ｅをそれぞれ配し、それらを、例えば、長ボルト接合にて、各ＨＦＣ柱１０Ａ〜１０Ｃに着脱可能に接合する。
上記のように長ボルト接合する場合には、その幹部にコンクリートの付着を防ぐアンボンド処理を施した長ボルトを使い、第２及び第３梁鉄骨２０Ｅ，２０ＦをＨＦＣ梁化した後でも、着脱可能とする。
各ＨＦＣ柱１０Ａ，１０Ｂへの第２梁鉄骨２０Ｅ又は第３梁鉄骨２０Ｆの取付位置は、実施例１と同様に各ＨＦＣ柱１０Ａへの第１ＨＦＣ梁２０Ａの取付位置よりも、梁鉄骨梁２０Ｅ，２０Ｆの成と略同じ寸法だけ高い位置にするが、各ＨＦＣ柱１０Ａ，１０ＢへのＨＦＣ梁２０Ａの取付位置と各ＨＦＣ柱１０Ａ，１０Ｂへの梁鉄骨２０Ｅ又は２０Ｆの取付位置とを同じレベルしてもよい。
【００３３】
２階の第２梁鉄骨２０Ｅと第３梁鉄骨２０Ｆとの間、２階の第２梁鉄骨２０Ｅ間、２階の第２ＨＦＣ梁２０Ｅとこれに対応する耐震壁３０の床板受け部とに間に、図３２に示すように、プレキャストコンクリート造の床板４１を配し、床板４１の両方の端部４１ａを梁鉄骨２０Ｅ，２０Ｆの下側のフランジ２１ａの上面又は耐震壁３０の床板受部材３４の支持面にて支持する。
それから、図３１に示すように、床板４１の上側に格子状のスラブ鉄筋４２を配し、スラブ鉄筋４２を梁鉄骨２０Ｅ，２０Ｆの上側のフランジ２１ａに固着し、床板４１の上側にコンクリート４３を打設して、２階の床スラブ４０を形成する。
コンクリート２３を打設する際に、床板４１の端部と梁鉄骨２０Ｅ，２０Ｆのフランジ２１ａの内側面及びウェブ２１ｂの表面との間の隙間にコンクリートを充填し、床板４１が鉄骨梁２０Ｅ，２０Ｆに対して移動できないようにするとともに、梁鉄骨２０Ｅ，２０Ｆを、Ｈ形鋼の梁鉄骨とそのフランジ間にあって梁鉄骨に多数の頭付スタッドＳｄを介して付着したコンクリート層２２とで構成されたＨＦＣ梁とする。
【００３４】
上記と同様のやり方にて、各ＨＦＣ柱１０Ａ，１０Ｂの３階の梁取付部間にそれぞれ配した第１ＨＦＣ梁２０Ａを、前述した長ボルト接合又は圧着接合にて、各ＨＦＣ柱に着脱可能に接合し、各ＨＦＣ柱１０Ａ，１０Ｂの３階の梁取付部と耐震壁３０の３階の梁取付部材との間にそれぞれ配した鉄骨梁２０Ｆを、例えば、長ボルト接合にて、各ＨＦＣ柱及び耐震壁に着脱可能に接合し、各ＨＦＣ柱１０Ｃの３階の両側の梁取付部と各ＨＦＣ柱１０Ａ，１０Ｂの３階の内側の梁取付部との間にそれぞれ配した梁鉄骨２０Ｅを、例えば、長ボルト接合にて、各ＨＦＣ柱に着脱可能に接合する。
そして、３階の梁鉄骨２０Ｅと梁鉄骨２０Ｆとの間、３階の梁鉄骨２０Ｅ間、３階のＨＦＣ梁２０Ｅとこれに対応する耐震壁３０の床板受け部との間に、プレキャストコンクリート造の床板４１を配して、前記と同様のやり方にて３階の床スラブ４０を形成する。
そして、下側のＨＦＣ柱１０Ａ〜１０Ｃの上に上側のＨＦＣ柱１０Ａ〜１０Ｃを前述した長ボルト接合又は圧着接合にて接合して継ぎ足し、下側の耐震壁３０の上に上側の耐震壁３０を前述した長ボルト接合又は圧着接合にて接合して継ぎ足し、上記と同様のやり方にて更に上層階の建物躯体を構築し、９階の集合住宅の建物躯体を構築する。
なお、各ＨＦＣ柱の各節の長さは、図示例では、第１節の各ＨＦＣ柱１０Ａ〜１０Ｃが階高寸法の２．５倍に凹部への差込長さを加えた寸法、第２節及び第３節の各ＨＦＣ柱が階高寸法の２倍の寸法、第４節の各ＨＦＣ柱が階高寸法の略２．５倍の寸法になっている。
長辺方向の１スパンの寸法、短辺方向の１スパンの寸法は、実施例１と同じにし、実施例１と同様に、長辺方向の一方の辺に沿って部分をバルコニーとし、他方の辺に沿って部分を廊下とするために、長辺方向にそれぞれ壁を設ける。
【００３５】
実施例４は、図３３及び図３４に示され、この発明を多層の集合住宅に適用した例であり、ＨＦＣ柱、ＨＦＣ梁及び耐震壁の構成、ＨＦＣ柱とＨＦＣ梁との接合の仕方等は実施例３と同じであるが、床スラブの形成の仕方が実施例３のものと少々相違している。
図３３に示すように、実施例３のＨ形鋼の鉄骨梁２０Ｅ，２０Ｆとこれと平行に設けられたＨ形鋼の鉄骨梁と間に、例えば、下部４１ｄ_１がコンクリート中に埋め込まれ上部４１ｄ_２が畝状又は凸状にコンクリート層の上面から突出するようになっいるトラス状の部分のある鉄筋４１ｄを備えたプレキャストコンクリート造の床板４１Ａを配して、床板４１Ａの端部を鉄骨梁２０Ｅ，２０Ｆの下側のフランジ２１ａの上面で支持し、各床板４１Ａの上側に格子状のスラブ鉄筋４２を配し、スラブ鉄筋４２を梁鉄骨２０Ｅ，２０Ｆの上側のフランジ２１ａに固着し、床板４１Ａの上側及び床板４１Ａと鉄骨梁との間の隙間にコンクリート４３を打設して、床スラブ４０Ａを形成する。
成の大きい鉄骨梁２０Ｅ，２０Ｆを使う場合には、図３４に示すように、鉄骨梁２０Ｅ，２０Ｆの下側のフランジ２１ａの上側面上に、例えば、プレキャストコンクリート造の長い間隔保持部材Ｓｌを配し、必要に応じて、間隔保持部材Ｓｌをフランジ２１ａの上側面に固着し、床板４１Ａの端部を前記間隔保持部材Ｓｌの上側面で支持して、床板４１上に形成する現場打ちコンクリート層の厚さが所望の厚さになるようにする。コンクリート層の形成の仕方は、図３３に示す場合と同じである。
鉄骨梁２０Ｅ，２０Ｆとしては、例えば、図３１に示されているようなＨ形鋼のウェブの両側の略全域にわたって多数本の頭付スタッドを間隔をおいて立設した梁鉄骨、又は図８に示されているようなＨ形鋼の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在するように異形棒鋼を配して該異形棒鋼をフランジの内側面に溶接にて固定した梁鉄骨を用いる。
なお、図３４に示すＨ型鋼の鉄骨梁の下側のフランジの上側面上に、間隔保持部材Ｓｌを載設し、床板の端部を間隔保持部材Ｓｌの上側面で支持し、床板を鉄骨梁の下側のフランジの上側面よりも高い位置に支持する支持方法は、実施例１において、床板４１を第２ＨＦＣ梁２０Ｅ、第３ＨＦＣ梁２０Ｆ及び耐震壁３０に支持させる場合にも適用することができる。
【００３６】
実施例５は、図３５〜図３８に示され、この発明を多層の集合住宅に適用した例である。図１１及び図１２に示す耐震壁３０の代わりに、図３５〜図３８に示す耐震ブレース壁架構３０Ａを用いる点が実施例３と相違している。
耐震ブレース壁架構３０Ａは、例えば、次のように製作される。
中央部の鋼製のガセット板３５ａにてＨ形鋼のブレース部材３５ｂ，３５ｂ，３５ｃ，３５ｃをＸ字状に互いに結合してＸ形ブレース３５を製作する。階高寸法の略２倍の長さのＨ形鋼からなる対の縦材３６，３６を同じ平面上に一定の間隔をおいて平行に配置し、各縦材３６の前側のフランジの上部及び中央部にそれぞれ鋼製のガセット板３７Ａを配置し、上部の各ガセット板３７Ａの下側の縦材の取付部３７ｂを縦材３６の上部の前側のフランジにボルト・ナットｂ・ｎにて固定し、中央部の各ガセット板３７Ａの上側及び下側の縦材の取付部３７ａ，３７ｂを縦材３６，３６の中央部の前側のフランジにボルト・ナットｂ・ｎにて固定する。縦材３６，３６の上半分間に上側のＸ形ブレース３５を配し、上側のＸ形ブレース３５の上側のブレース部材３５ｂ，３５ｂの外方の端部を、上部の各ガセット板３７Ａの下側の取付部３７ｄにボルト・ナットｂ・ｎにて固定し、上側のＸ形ブレース３５の下側のブレース部材３５ｃ，３５ｃの外方の端部を、中央部のガセット板３７Ａの上側の取付部３７ｃにボルト・ナットｂ・ｎにて固定する。縦材３６，３６の下半分間に下側のＸ形ブレース３５を配し、下側のＸ形ブレース３６の上側のブレース部材３６ｂ，３６ｂの外方の端部を、中央部の各ガセット板３７Ａの下側の取付部３７ｄにボルト・ナットｂ・ｎにて固定する。
【００３７】
上部及び中央部のガセット板３７Ａ間に第４の鉄骨梁となるＨ形鋼の鉄骨梁３８をそれぞれ配し、各鉄骨梁３８の端部のウェブの部分を中央部のガセット板３７Ａの内側の梁取付部３７ｅにボルト・ナットｂ・ｎにて固定する。さらに、各縦材３６の後側のフランジの上部及び中央部にも前記ガセット板３７Ａに対応させて鋼製のガセット板３７Ｂをそれぞれ配し、各ガセット板３７Ｂを上記ガセット板３７Ａと同じやり方で、各縦材３６、上側のＸ形ブレース３５の上側及び下側のブレース部材３５ｂ，３５ｃ又は下側のＸ形ブレース３５の上側のブレース部材３５ｂに固着して、耐震ブレース壁架構３０Ａが製作される。
なお、耐震ブレース壁架構３０Ａの上部及び中央部のガセット板３７Ａの外側には梁取付部３７ｆがそれぞれ設けられている。この梁取付部３７ｆには、例えば、実施例３のＨ形鋼の第３鉄骨梁２０Ｆの端部のウェブの部分をボルト・ナットｂ・ｎにて固定することにより、第３鉄骨梁２０Ｆを耐震ブレース壁架構３０Ａの縦材３６，３６に固着するようになっている。なお、ガセット板３７Ｂは、ガセット板３７Ａの外側の梁取付部３７ｆ及び内側の梁取付部３７ｅを欠いているものであってもよい。
【００３８】
耐震ブレース壁架構３０Ａを使って実施例３の図２９及び図３０に示されている多層の集合住宅を建築する場合は、例えば、次のようにする。
図３０に示す下部躯体４の耐震壁の樹立位置の凹部内の両端部に、前記ガセット板３７Ａ，３７Ｂと同様に縦材３６の取付部とブレース部材３５ｃの取付部とを備えた対のガセット板をそれぞれ埋め込んで固定しておき、それらの対のガセット板に対応させて第１節の耐震ブレース壁架構３０Ａを立て、それらの対のガセット板の各取付部に第１節の耐震ブレー壁ス架構３０Ａの縦材３６の下部及び下側のＸ形ブレース３５の下側のブレース部材３５ｃをボルト・ナットを使って固定する。耐震ブレース架構３０Ａの中央部のガセット板３７Ａの外側の梁取付部３７ｆに、２階の第３鉄骨梁２０Ｆの端部のウェブの部分をボルト・ナットを使って固定し、耐震ブレース壁架構３０Ａの上部のガセット板３７Ａの外側の梁取付部３７ｆに、３階の第３鉄骨梁２０Ｆの端部のウェブの部分をボルト・ナットを使って固定する。
それから、第１節の耐震ブレース壁架構３０Ａの上端のガセット板３７Ａ，３７Ｂ間に第２節の耐震ブレース壁架構３０Ａの縦材３６の下端部を立てて配置し、第１節の耐震ブレース壁架構３０Ａの上部の各ガセット板３７Ａ，３７Ｂの上側の取付部３７ａ，３７ｃに第２節の耐震ブレース壁架構３０Ａの縦材３６の下部及び第２節の下側のＸ形ブレース３５の下側のブレース部材３５ｃの外方の端部をボルト・ナットを使って固定する。上記と同様のやり方で、第２節の耐震ブレース壁架構３０Ａのガセット板３７Ａの外側の梁取付部３７ｆに、第４階及び第５階の第３鉄骨梁２０Ｆを取り付ける。
耐震ブレース壁架構３０Ａの鉄骨梁３８は、縦材３６と縦材３６間とを水平方向に連結する部材であるだけでなく、図１１及び図１２に示す耐震壁３０の床板受部材３４と同様な機能を果たすものである。耐震ブレース壁架構３０Ａの鉄骨梁３８の下側のフランジの上面で直接に実施例３の床板４１又は実施例４の床板４１Ａの端部を支持し、或はＨ形鋼梁３８の下側のフランジの上側面上に図３４に示す間隔保持部材Ｓｌを載設する場合には、該間隔保持部材Ｓｌの上側面で床板４１，床板４１Ａの端部を支持して、床板４１，４１Ａの上側にコンクリートスラブ４０，４０Ａを形成するようにする。その他の多層の集合住宅の建築の仕方は実施例３と同じである。
なお、耐震ブレース壁架構３０Ａは、そのＸ形ブレース３５の両側に適当な板材等を取り付けて仕切壁又は外壁とする。
実施例５の耐震ブレース壁架構３０Ａは、実施例１又は２において、その耐震壁３０の代わりに使用できるものである。
【００３９】
各実施例におけるＨＦＣ柱同士、耐震壁同士、ＨＦＣ柱とＨＦＣ梁又は梁鉄骨又は耐震壁との間の長ボルト接合部は、長ボルトのねじ部からナットを外して長ボルトを抜くことにより、容易にその接合を解くことができる。
各実施例におけるＨＦＣ柱同士、耐震壁同士、ＨＦＣ柱とＨＦＣ梁又は梁鉄骨又は耐震壁との間の圧着接合部は、圧着に使っている緊張材を切断するか、又はその緊張材の定着具を外すことにより、容易にその圧着接合を解くことができる。定着具がコンクリート中に埋まっている場合には、そのコンクリートを壊して定着具を外す。
【００４０】
【発明の効果】
この発明は、特許請求の範囲の各請求項に記載した要件を備えることにより、次の（イ）〜（ヲ）の効果を奏する。
（イ）請求項１の中高層建造物は、次の（１）〜（４）の効果を奏する。
（１）地盤中に構築された基礎の上側に前記基礎との間に隙間をあけて下部支持基体が構築され、基礎と下部支持基体との間の多数の箇所に免震手段が配置され、下部支持基体上にＨＦＣ柱、耐震壁又は耐震ブレース壁架構、ＨＦＣ梁、床スラブ等からなる平面視が長辺と短辺からなる長い矩形の上部多層躯体が構築されているから、建造物の上部多層躯体に入ってくる地震力を大幅に低減させることができ、上部多層躯体をＨＦＣ柱、ＨＦＣ梁等を使ってスリムに構築しても、地震力に充分に耐えることができる。
（２）建造物を構成する少なくとも第１ＨＦＣ柱乃至第３ＨＦＣ柱及び第１ＨＦＣ梁が、Ｈ形鋼の柱鉄骨とそのフランジ間にのみあって鉄骨に付着したコンクリート層とで構成されているものであるから、柱及び梁の占有空間を増大させることなく、その強度、剛性及び耐火性能を高めることができる。
（３）第２ＨＦＣ梁又は第２梁鉄骨と第３ＨＦＣ梁又は第３梁鉄骨との間、又は第２ＨＦＣ梁又は第２梁鉄骨と耐震壁又は耐震ブレース壁架構との間に、プレキャストされた床板がそれぞれ配され、各床板の端部が、第２ＨＦＣ梁の梁鉄骨、第３ＨＦＣ梁の梁鉄骨、第２梁鉄骨又は第３梁鉄骨の下側のフランジの上面或いは耐震壁又は耐震ブレース壁架構の床板受け部の支持面で直接支持され、或いは前記上面又は前記支持面上に載設した間隔保持部材を介して支持され、各床板又は各床板上に設けられた床形成材により床スラブが形成されるから、上記ＨＦＣ梁又は梁鉄骨がスラブの下側に張り出す量が少なく、室内に梁型が出ないか又は少ししか出ない極めて快適な住空間を提供できる。
【００４１】
（ロ）請求項２の中高層建造物は、前記（１）〜（３）の効果のほかに、次の（４）及び（５）の効果を奏する。
（４）第１及び第２ＨＦＣ柱の柱鉄骨のフランジ面が建造物の平面視が長い矩形の短辺と平行になり、第３ＨＦＣ柱の柱鉄骨のフランジ面が前記矩形の長辺と平行になるように配置されているから、第１乃至第３ＨＦＣ柱が力のかかる方向に応じて、強軸方向（フランジ面に直角な方向）と弱軸方向（フランジ面に平行な方向）とがあっても、その方向による強度差を補うことができ、平面視が長い矩形の中高層建造物を少ない経費で所望の耐力を有するものとすることができる。
（５）第１ＨＦＣ梁が着脱可能な接合手段により第１ＨＦＣ柱及び第２ＨＦＣ柱に接合され、第２ＨＦＣ梁が着脱可能な接合手段により第１乃至第３ＨＦＣ柱に接合され、第３ＨＦＣ梁が着脱可能な接合手段により耐震壁又は耐震ブレース壁架構及び第１又は第２ＨＦＣ柱に接合されているから、建築する際には施工性がよくなり、解体する際には解体が容易になり、解体した後には、ＨＦＣ柱、ＨＦＣ梁等を再利用することができ、資源の再利用（リサイクル）、廃棄物及びエネルギーの削減が可能となる。
（ハ）請求項３の中高層建造物は、前記（１）〜（４）の効果のほかに、次の（６）の効果を奏する。
（６）第１ＨＦＣ梁が着脱可能な接合手段により第１ＨＦＣ柱及び第２ＨＦＣ柱に接合され、第２梁鉄骨が着脱可能な接合手段により第１乃至第３ＨＦＣ柱に接合され、第３梁鉄骨が着脱可能な接合手段により耐震壁又は耐震ブレース壁架構及び第１又は第２ＨＦＣ柱に接合されているから、建築の際には施工性がよくなり、解体の際には解体が容易であり、解体の後は、ＨＦＣ柱、ＨＦＣ梁等を再利用することができ、資源の再利用（リサイクル）、廃棄物及びエネルギーの削減が可能となる。
【００４２】
（ニ）請求項４の中高層建造物は、前記（１）〜（４）の効果のほかに、次の（７）の効果を奏する。
（７）所望の層の所望の箇所の第１ＨＦＣ柱とこれに対向する第２ＨＦＣ柱との中間に第３ＨＦＣ柱を設けないようにする場合には、前記箇所に対応する前記層の上側の第２ＨＦＣ梁又は第２梁鉄骨の代わりに、長い第４ＨＦＣ梁が前記箇所に対応する前記層の上側の第１ＨＦＣ柱と第２ＨＦＣ柱との間に配され、第４ＨＦＣ梁が着脱可能な接合手段により第１ＨＦＣ柱と第２ＨＦＣ柱の梁取付部に接合され、第４ＨＦＣ梁のコンクリート層中に複数本の緊張材が梁の長手方向に延在させてコンクリートに付着しないように埋め込まれ、各緊張材に引張力が導入されて第４ＨＦＣ梁にプレストレスが付与されている状態にされているから、居住者のニーズの変化や社会環境の変化に応じて、室空間の中央に位置する第３ＨＦＣ柱を省いて、広い室空間を容易に得ることができる。
（ホ）請求項５の中高層建造物は、前記（１）〜（４）及び（７）の効果のほかに、次の（８）の効果を奏する。
（８）第４ＨＦＣ梁のコンクリート層中に複数本の緊張材が梁の長手方向に延在させてコンクリートに付着しないように埋め込まれ、各緊張材の両方の端よりの部分が第１ＨＦＣ柱及び第２ＨＦＣ柱の挿通孔に通されて各ＨＦＣ柱の外側に出され、各緊張材に引張力が導入され、導入した引張力が、各ＨＦＣ柱の外側に配された定着具にて保持され、第４ＨＦＣ梁の端部と各ＨＦＣ柱の梁取付部との圧着に寄与するようになっているから、第４ＨＦＣ梁の端部を各ＨＦＣ柱に圧着接合させるための緊張材の一部又は全部を省くことができる。
【００４３】
（ヘ）請求項６の中高層建造物は、前記（１）〜（４）の効果のほかに、次の（９）の効果を奏する。
（９）第２又は第３ＨＦＣ梁或いは第２又は第３梁鉄骨を取付ける第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部を第１ＨＦＣ梁を取付ける第１ＨＦＣ柱及び第２ＨＦＣ柱の梁取付部より第２又は第３ＨＦＣ梁或いは第２又は第３梁鉄骨の成と略同じ寸法だけ上方に位置させるようになっているから、第２又は第３ＨＦＣ梁或いは第２又は第３梁鉄骨を第１及び第２ＨＦＣ柱に接合するために、第１及び第２ＨＦＣ柱の柱鉄骨やコンクリート層に挿通孔を穿設しても、挿通孔の穿設箇所が集中することなく、第１及び第２ＨＦＣ柱の強度の低下を抑えることができる。
（ト）請求項７の発明の建造物は、前記（１）〜（４）の効果のほかに、次の（１０）の効果を奏する。
（１０）第１ＨＦＣ柱、第２ＨＦＣ柱及び第２ＨＦＣ柱として、成と幅との差の小さいＨ形鋼の鉄骨にそのウェブの両側の全域にわたって多数本の頭付スタッドを間隔をおいて立設して柱鉄骨又は前記Ｈ形鋼の鉄骨の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼をフランジの内側面に固定した柱鉄骨と、柱鉄骨の両方のフランジの内側面、ウェブの両方の表面、柱鉄骨のフランジの幅方向の端面を含む平面、及び柱鉄骨の長手方向の端面を含む平面により囲まれる空間内にコンクリートを充填して柱鉄骨に付着させたコンクリート層とで構成されたＨＦＣ柱を使うから、柱の占有空間を増加させることなく、柱の強度、剛性及び耐火性能を高めることができる。そのうえ、柱鉄骨のウェブの両側に立設した多数本の頭付スタッド又はそのフランジの内側面に固定した異形棒鋼により、柱鉄骨とコンクリート層とを完全に一体化させることができる。
【００４４】
（チ）請求項８の中高層建造物は、前記（１）〜（４）の効果のほかに、次の（１１）の効果を奏する。
（１１）第１ＨＦＣ梁として、フランジ幅の広いＨ形鋼の鉄骨にそのウェブの両側の全域にわたって多数本の頭付スタッドを間隔をおいて立設して梁鉄骨又は前記Ｈ形鋼の鉄骨の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼をフランジの内側面に固定した梁鉄骨と、梁鉄骨の両方のフランジの内側面、ウェブの両方の表面、梁鉄骨のフランジの幅方向の端面を含む平面、及び梁鉄骨の長手方向の端面を含む平面により囲まれる空間内にコンクリートを充填して梁鉄骨に付着させたコンクリート層とで構成されたＨＦＣ梁を使うから、梁の占有空間を増加させることなく、梁の強度、剛性及び耐火性能を高めることができる。そのうえ、梁鉄骨のウェブの両側に立設した多数本の頭付スタッド又はそのフランジの内側面に固定した異形棒鋼により、梁鉄骨とコンクリート層とを完全に一体化させることができる。
（リ）請求項９の中高層建造物は、前記（１）〜（４）及び（１１）の効果のほかに、次の（１２）の効果を奏する。
（１２）第２ＨＦＣ梁及び第３ＨＦＣ梁として、フランジ幅の広いＨ形鋼の鉄骨にそのウェブの両側の全域にわたって多数本の頭付スタッドを間隔をおいて立設して梁鉄骨又は前記Ｈ形鋼の鉄骨の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼をフランジの内側面に固定した梁鉄骨と、梁鉄骨の両方のフランジの内側面、ウェブの両方の表面、梁鉄骨のフランジの幅方向の端面を含む平面に平行で前記端面からウェブ側に少々寄った平面、及び梁鉄骨の長手方向の端面を含む平面により囲まれる空間内にコンクリートを充填して梁鉄骨に付着させたコンクリート層とで構成されたＨＦＣ梁を使うから、ＨＦＣ梁であっても、梁間等に配したプレキャストコンクリート造の床板の端部をＨＦＣ梁の梁鉄骨の下側のフランジの上面で直接支持し、又は前記上面上に載設した間隔保持部材を介して支持することができ、床板の支持が容易で、床板上でのスラブの形成作業が容易になる。
【００４５】
（ヌ）請求項１０の方法は、複数のＨＦＣ梁が互いに平行でかつ水平に配されて、各ＨＦＣ梁の端が複数の柱に接合されている建造物の床スラブの形成方法において、ＨＦＣ梁がＨ形鋼の柱鉄骨とそのフランジ間にあって柱鉄骨に付着したコンクリート層とで構成され、前記コンクリート層の表面が各フランジの幅方向の端部の内側面が露出するようなウェブ面に略平行な面にされ、ＨＦＣ梁とＨＦＣ梁との間にプレキャストコンクリート造の床板を配し、前記床板の両方の端部をＨＦＣ梁の梁鉄骨の下側のフランジの幅方向の端部の内側面の上面で直接支持し、又は前記上面上に載設した間隔保持部材を介して支持し、床板の上側にスラブ鉄筋を配し、スラブ鉄筋を梁鉄骨に固着し、床板及びＨＦＣ梁の上側にコンクリートを打設して、床スラブを形成するとともに、床板の端面とＨＦＣ梁のコンクリート層の表面との間の隙間をコンクリートで満たすから、床板のＨＦＣ梁に対する移動を完全に防止し、上記ＨＦＣ梁が天井（床板）の下側に張り出す量を少なくし、室内に梁型が出ないか又は少ししか出ない極めて快適な住空間を提供できる。上記ＨＦＣ梁の成をスラブの厚さ程度にする場合には、経費の増加なしに自由に使用できる室空間を広めることができる。
【００４６】
（ル）請求項１１の方法は、複数のＨ形鋼の梁鉄骨が互いに平行でかつ水平に配されて、各梁鉄骨の端が複数の柱に接合されている建造物の床スラブの形成方法において、梁鉄骨と梁鉄骨との間にプレキャストコンクリート造の床板を配し、前記床板の両方の端部を梁鉄骨の下側のフランジの上面で直接支持し、又は前記上面上に載設した間隔保持部材を介して支持し、床板の上側にスラブ鉄筋を配し、スラブ鉄筋を梁鉄骨の上側のフランジに固着し、床板の端部と梁鉄骨との隙間をコンクリートで満たしてＨＦＣ梁化とするとともに、梁鉄骨の上側及び床板の上側にコンクリートを打設して床スラブを形成するから、床板の梁鉄骨に対する移動を完全に防止し、梁鉄骨がスラブの下側に張り出す量を少なくし、室内に梁型が出ないか又は少ししか出ない極めて快適な住空間を提供できる。そのうえ、コンクリートの打設時等に梁鉄骨のフランジ間の床板の端部と梁鉄骨との間の隙間をコンクリートで満たすから、梁鉄骨を容易にＨＦＣ梁化することができる。
（ヲ）請求項１２の方法は、請求項１１の方法の前記効果を奏することができるだけでなく、梁鉄骨として、Ｈ形鋼のウェブの両側の略全域にわたって多数本の頭付スタッドを間隔をおいて立設した梁鉄骨又は前記Ｈ形鋼の上側及び下側のフランジの内側面にフランジの長手方向の略全域にわたって延在させて配した異形棒鋼を固定した梁鉄骨を用いるから、梁鉄骨のウェブの両側に立設した多数本の頭付スタッド又はそのフランジの内側面に固着した異形棒鋼により、梁鉄骨とそのウェブの両側の隙間を満たしたコンクリート層とを完全に一体化させることができる。
【図面の簡単な説明】
【図１】実施例１の建物を図２のＢ−Ｂ線で断面した要部の平面図
【図２】図１に示す建物をそのＡ−Ａ線で断面した側面図
【図３】実施例１の建物のＨＦＣ柱の要部の正面図
【図４】図３に示すＨＦＣ柱をそのＣ−Ｃ線で断面した平面図
【図５】実施例１の建物のＨＦＣ梁の要部の正面図
【図６】図５に示すＨＦＣ梁をそのＤ−Ｄ線で断面した側面図
【図７】実施例１の建物の他のＨＦＣ梁を図５のＤ−Ｄ線と同じ線で断面した側面図
【図８】実施例１の建物のその他のＨＦＣ梁を図５のＤ−Ｄ線と同じ線で断面した側面図
【図９】実施例１の建物のスラブの形成の仕方等を示す断面図
【図１０】図９に示すスラブの要部をそのＥ−Ｅ線で断面した側面図
【図１１】実施例１の建物の耐震壁の要部の正面図
【図１２】図１０に示す耐震壁をそのＦ−Ｆ線で断面した平面図
【図１３】実施例１のＨＦＣ柱同士のボルト接合部を図１２のＨ−Ｈ線で断面した平面図
【図１４】図１３に示すボルト接合部をそのＧ−Ｇ線で断面した正面図
【図１５】実施例１のＨＦＣ柱とＨＦＣ梁とのボルト接合部を図１６のＫ−Ｋ線で断面した平面図
【図１６】図１５に示すボルト接合部をそのＪ−Ｊ線で断面した平面図
【図１７】実施例１のＨＦＣ柱と他のＨＦＣ梁とのボルト接合部を図１８のＭ−Ｍ線で断面した平面図
【図１８】図１７に示すボルト接合部をそのＬ−Ｌ線で断面した平面図
【図１９】実施例１のＨＦＣ柱同士の圧接接合部の正面図
【図２０】図１９に示す圧接接合部の側面図
【図２１】実施例１のＨＦＣ柱とＨＦＣ梁との圧接接合部の正面図
【図２２】図２１に示す圧接接合部の平面図
【図２３】実施例１のＨＦＣ柱と他のＨＦＣ梁との圧接接合部の正面図
【図２４】図２３に示す圧接接合部の平面図
【図２５】実施例２の建物を図２の線Ｂ−Ｂと同じ線で断面した要部の平面図
【図２６】実施例２の建物に使うＨＦＣ梁の正面図
【図２７】図２６に示すＨＦＣ梁をそのＱ−Ｑ線で断面した正面図
【図２８】実施例２のＨＦＣ梁をＨＦＣ柱に圧接接合した状態の図２５のＰ−Ｐ線に沿って見た側面図
【図２９】実施例３の建物の基準階の平面図
【図３０】図２９に示す建物をそのＲ−Ｒ線で断面した正面図
【図３１】実施例３の建物で使う鉄骨梁の横断図
【図３２】実施例３の建物のスラブの形成の仕方等を示す断面図
【図３３】実施例４の建物のスラブの形成の仕方等を示す断面図
【図３４】実施例４の建物のスラブのその他の形成の仕方等を示す断面図
【図３５】実施例５の建物に使う耐震ブレース壁架構の正面図
【図３６】図３５に示す耐震ブレース壁架構をそのＳ−Ｓ線で断面した要部の平面図
【図３７】図３５に示す耐震ブレース壁架構の左側の中間部を拡大した正面図
【図３８】図３５に示す耐震ブレース壁架構の右側の中間部を拡大した正面図
【符号の説明】
１杭
２基板
３免震手段
４下部躯体
１０Ａ，１０ＢＨＦＣ柱
１１柱鉄骨
１１ａフランジ
１１ｂウェブ
１１ａ_１，〜１１ａ_３，１１ｂ_１，１１ｂ_２挿通孔
１２コンクリート層
１２ａ端よりのコンクリート層
１２ａ_１，１２ａ_２挿通孔
１２ｂ梁取付部のコンクリート層
１２ｂ_１〜１２ｂ_４挿通孔
１３空部
１４梁受アングル
２０Ａ〜２０ＤＨＦＣ梁
２０Ｅ，２０Ｆ鉄骨梁
２１梁鉄骨
２１ａフランジ
２１ｂウェブ
２２コンクリート層
２２ａ端よりのコンクリート層
２２ａ_１〜２２ａ_３挿通孔
２３空部
２５Ａ，２５Ｂ接合用アングル
３０耐震壁
３０Ａ耐震ブレース壁架構
３１格子状の鉄筋
３２コンクリート
３３梁受部材
３４床板受部材
３５Ｘ形ブレース
３６縦材
３７Ａ，３７Ａガセット板
３８鉄骨梁
４０コンクリートスラブ
４１，４１Ａ床板
４２格子状鉄筋
４３コンクリート
５１バルコニー
５２廊下
５３，５４，５５壁
Ａｄ，Ａｄ_１定着具
Ｄｂ異形棒鋼
Ｌｂ長ボルト
Ｈ成
Ｍｔモルタル
Ｓｄ頭付スタッド
Ｓｌ間隔保持部材
Ｓｐ添え板
Ｔｄ，Ｔｄ_１緊張材
Ｗフランジ幅[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a medium to high-rise building using HFC pillars, HFC beams and the like.
[0002]
[Prior art]
The most common type of structure for a conventional high-rise apartment building of about 7 to 15 floors is reinforced concrete (RC), and steel reinforced concrete (SRC) as the height and span increase. Was often used.
A beam composed of a conventional H-shaped steel frame and a concrete layer that is only between the flanges and adhered to the steel frame (in this specification, an HFC beam, a column having the same configuration as an HFC beam is referred to as an HFC beam in this specification) For example, there are the following (a) and (b).
(A) A through-hole through which the reinforcing bar is passed is formed at an interval in the steel beam web having an H-shaped cross section, and a plurality of beam main bars are arranged on both sides of the web between the upper flange and the lower flange. A plurality of barbs are arranged through the through hole so as to surround each main bar at intervals, and the lower side of the upper flange on both sides of the web where the main bar and the barb are arranged A space surrounded by a flat surface including a flange surface, a side surface of the web, an upper surface of the lower flange, a plane including the end surface in the width direction of the flange, and a plane including the end surface in the longitudinal direction of the flange and the web. HFC beams filled with each.
(B) A narrow width (ie, from the width of the flange to the thickness of the web) extending on both sides of the H-shaped cross-section steel beam web in parallel with the upper and lower flanges and in the longitudinal direction of the steel beam. A steel plate having a width less than half of the value excluding the thickness), and fixing the plate to the web, the lower surface of the upper flange on both sides of the web, the both sides of the web, An HFC beam in which a space surrounded by the upper surface of the lower flange, the plane including the end surface in the width direction of the flange, and the plane including the end surface in the longitudinal direction of the flange and the web is filled with concrete (for example, 9-41559).
For example, there is the following (c) in a column beam connection portion in which a conventional steel beam and a precast concrete column are bonded.
(C) A beam receiving portion is provided below each of the plurality of beam mounting portions of the precast concrete column, and the main beam bar and the reinforcing bar are provided outside the end of the steel beam having the H-shaped cross section over a predetermined length. Stiffeners with a width greater than half the width of the flange minus the web thickness between the flanges on both sides of the steel beam web inside the beam main bar and the reinforcing bar A plurality of sheets are arranged, and the lower end of each stiffener is fixed to the lower flange by welding, and the end of each stiffener on the web side is fixed to the web by welding, surrounding the beam main bar, reinforcing bar, stiffener, etc. Is covered with concrete, the end of the steel beam is made of steel reinforced concrete, insertion holes for passing multiple tension materials through the concrete layer of the end of the steel beam and the beam mounting part of the column, and the end of the steel beam is the column The steel frame with the beam receiving part Passing a tension material such as steel stranded wire through each insertion hole at the end of the steel beam and each insertion hole in the beam mounting part of the column, and the end of each tension material protrudes from the inner surface of the steel reinforced concrete end of the steel beam Then, a tensile force is introduced into each tension member, the introduced tensile force is held by a fixing tool fitted to the end of the tension member, and the end surface of the steel beam is pressed against the beam mounting surface of the column. And a beam-to-column connection part (for example, refer to Japanese Utility Model Publication No. 6-73203).
[0003]
[Problems to be solved by the invention]
In Japan, an earthquake-prone country, in order to ensure the strength and rigidity that can withstand a large earthquake, regardless of the conventional RC or SRC structure type, the cross-section of columns or beams is large or the seismic walls are It became difficult to deal with free plans and renovations. In addition, the RC beam-column joints have complicated reinforcing bars, and the SRC beam-beam joints require welding of steel frames, making it extremely difficult to attach and detach the columns and beams. Furthermore, the RC and SRC structures have a large amount of input resources at the time of construction and a large amount of waste at the time of dismantling, and are not easy to dismantle and separate. Met.
In the conventional SRC column, the column steel frame with the H-shaped cross section is covered with a concrete layer reinforced with a large number of column main bars and strips, so the column becomes thicker by the thickness of the surrounding concrete layer. There was a drawback that a high-strength and slim pillar could not be obtained.
The conventional HFC beam of (a) is often used for the work of bar arrangement such as drilling a through hole in a beam steel web or arranging a barb around the beam main bar through the through hole. There is a drawback that requires a lot of man-hours.
The conventional HFC beam of (b) shares the tensile force acting on the lower side of a long and narrow steel plate fixed to both sides of the web over the entire length of the beam steel frame, The plate has the advantage of improving the adhesion of concrete to the web, but a long and narrow steel plate is welded to a predetermined position on both sides of the web over the entire length of the beam steel frame. In the case of joining, there is a drawback that the welding work requires a high degree of skill and a lot of man-hours, and a long and narrow steel plate is attached to both sides of the web over the entire length of the steel beam. When bolts and nuts are joined at predetermined positions, it is necessary to drill a large number of bolt holes at predetermined positions on the plate body and the web, and many man-hours are required for drilling the bolt holes. There is a drawback, just sticking a narrow steel plate to the beam steel web, Adhesion of concrete to the bone can not be said to be sufficient.
In the conventional beam-column joint (c), the end of the steel beam having an H-shaped cross section is covered with reinforced concrete over a predetermined length to form a steel reinforced concrete structure. And the end of each stiffener on the inside of the beam main bar and the bar bar project sideways from the edge in the width direction of both flanges of the steel beam, so that the beam main bar, bar bar, stiffener, etc. The end of a steel reinforced concrete beam covered with concrete is extremely large compared to the part of the steel beam other than the steel reinforced concrete end of the steel beam. There is a fault that narrows.
If the conventional SRC column, the HFC beam of (a), the HFC beam of (b), the steel beam of the column beam joint of (c), etc. are used, the SRC column becomes enlarged and the room space The beam shape is exposed greatly, and a slim structure made of steel and concrete cannot be obtained.
The problem to be solved by the present invention is to provide a middle- and high-rise building using HFC pillars, HFC beams and the like that do not have the above-mentioned drawbacks of the prior art, in other words, changes in the future needs of residents. Next-generation housing complex that can easily respond to changes in the social environment, has few seismic walls or seismic brace walls, and has a large column-free space with little or no beam type in the room In addition, from the viewpoint of global environmental problems, it is possible to effectively use resources, and a simplified structure that is made of a steel and concrete structure that is slim like Europe and the United States, and that is detachable. Therefore, it is intended to provide a medium-to-high-rise building using a recyclable long-lived resource circulation type HFC column, HFC beam, or the like.
[0004]
[Means for Solving the Problems]
In the middle- and high-rise building using the HFC pillars, HFC beams, etc. of the present invention, the foundation is constructed on the ground, the lower support base is constructed on the upper side of the foundation, and is exempted at many places between the foundation and the lower support base. In a middle- and high-rise building with a rectangular shape with a long plan view, seismic means are provided, and an upper multi-layer frame composed of HFC columns, seismic walls or seismic brace wall frames, HFC beams, floor slabs, etc. is constructed on the lower support base. On the lower support base, a large number of first HFC columns are established at regular intervals along one long side of the rectangle, and a large number of second HFC columns are formed along the other long side of the rectangle. A seismic wall or seismic wall that is established at the same interval as described above and is parallel to the short side between the first HFC column and the second HFC column that is opposite to the first HFC column in every row of the first HFC columns. Brace wall frame was established and many A third HFC column is established in the vicinity of an intermediate portion between the first HFC column in the row of HFC columns and the second HFC column opposite to the first HFC column, and the beam of each first HFC column and each second HFC column along the long side The first HFC beam arranged between the mounting portions is joined to the beam mounting portion of the first HFC column or the second HFC column, and between the beam mounting portion of each first HFC column and each second HFC column and the beam mounting portion of the third HFC column. The second HFC beam or the second beam steel frame arranged on the beam is joined to the beam mounting portion of the third HFC column and the first HFC column or the second HFC column, and the beam mounting portion of the first HFC column and the second HFC column and the earthquake resistant wall or the earthquake resistant brace wall. The third HFC beam or the third beam steel frame disposed between the beam mounting portion of the frame and the second HFC beam or the second beam is joined to the earthquake-resistant wall or the earthquake-resistant brace wall frame and the beam mounting portion of the first HFC column or the second HFC column. Beam steel frame and 3rd HFC beam or 3rd Precast floor boards are respectively arranged between the steel frames and between the second HFC beam or the second beam steel frames and the earthquake-resistant wall or the earthquake-resistant brace wall frame, and the ends of each floor board are the beam steel frames of the second HFC beam, It is directly supported by the upper surface of the lower flange of the third HFC beam, the second beam steel frame or the third beam steel frame, or the support surface of the floor plate receiving portion of the seismic wall or seismic brace wall frame, or the upper surface or the support surface. A floor slab is formed of a floor forming material provided on each floor board or on each floor board, supported by a spacing member placed thereon.
In a preferred embodiment of the present invention, the flange surfaces of the column steel frames of the first and second HFC columns are parallel to the short side of the rectangle, and the flange surfaces of the column steel frames of the third HFC column are parallel to the long side. First to third HFC pillars are arranged.
The middle- and high-rise building is, for example, an apartment house with about 7th to 15th floors.
[0005]
In a preferred embodiment of the present invention, the connection between each HFC column and each HFC beam and the connection between the earthquake resistant wall or the earthquake resistant brace wall frame and each HFC beam are performed by a detachable joining means. As the detachable joining means, for example, a dry joining method such as long bolt (tightening) joining, crimp joining, or bin joining is adopted. If the ease of disassembly is not required, the connection between the flange of each HFC column and the end of the beam steel frame of each HFC beam can be a rigid connection by welding.
When pressure bonding is adopted as a detachable joining method and prestress is introduced into the HFC beam to be used to increase its strength, it is introduced into the tension material to prestress the HFC beam as required. The applied tension force acts as a force for pressing the end portion of the HFC beam to the beam mounting portion of the HFC column.
Then, the second HFC beam is arranged between the beam mounting portion of the third HFC column and the beam mounting portions of the first HFC column and the second HFC column, and the second HFC beam can be attached to and detached from the first HFC column to the third HFC column. Joining means for joining the beam mounting portion, arranging the third HFC beam between the beam mounting portion of the earthquake-resistant wall or seismic brace wall frame and the beam mounting portions of the first HFC column and the second HFC column, and detaching the third HFC beam Are joined to the beam mounting portion of the seismic wall or seismic brace wall frame and the first HFC column or the second HFC column. Alternatively, the second beam steel frame is arranged between the beam mounting portion of the third HFC column and the beam mounting portions of the first HFC column and the second HFC column, and the first HFC column to the third HFC are joined by a detachable joining means. Join the column beam mounting part, place the third beam steel frame between the beam mounting part of the seismic wall or seismic brace wall frame and the beam mounting part of the 1st HFC column and 2nd HFC column, and detach the 3rd beam steel frame Join the seismic wall or seismic brace wall frame and the beam attachment part of the first HFC column or the second HFC column with possible joint means.
[0006]
In a preferred embodiment of the present invention, for example, the following (A) and (B) are performed.
(A) In the case where a third HFC column (or a seismic wall or a seismic brace wall frame) is not provided between the first HFC column at a desired location in a desired layer and the second HFC column facing the first HFC column, Instead of the second HFC beam or the second beam steel frame arranged above the layer corresponding to the location, a long fourth HFC beam is arranged between the first HFC column and the second HFC column above the layer corresponding to the location. The fourth HFC beam is joined to the first HFC column and the second HFC column by a detachable joining means, and a plurality of tension members extend in the longitudinal direction of the beam in the concrete layer of the fourth HFC beam and do not adhere to the concrete. Thus, the state in which the tensile force is introduced to each tendon is maintained, and the prestress is applied to the fourth HFC beam.
(B) Column mounting portion of the first HFC column and the second HFC column for mounting the second and third HFC beams or the second and third beam steel frames from the beam mounting portion of the first HFC column and the second HFC column for mounting the first HFC beam Also, the second and third HFC beams or the second and third beam steel frames are positioned above the same dimension.
If necessary, when the fourth HFC beam of (A) above is pressure-bonded to the first HFC column and the second HFC column, a plurality of tendons extend in the longitudinal direction of the beam in the concrete layer of the fourth HFC beam. It is embedded so that it does not adhere to the concrete, and the parts from both ends of each tension member are passed through the insertion holes of the first HFC column and the second HFC column, and are put out to the outside of each HFC column. Force is introduced, and the introduced tensile force is held by a fixing tool arranged outside each HFC column so as to contribute to the crimping between the end of the fourth HFC beam and the beam mounting portion of each HFC column. .
[0007]
In a preferred embodiment of the present invention, as a first HFC column, a second HFC column, and a second HFC column, a plurality of headed studs are spaced across the entire area on both sides of the web to an H-shaped steel frame having a small difference in composition and width. The steel bar of the pillar steel or the H-shaped steel frame is fixed to the inner surface of the flange, and the deformed steel bar is arranged on the inner surface of the upper and lower flanges extending substantially over the entire length of the flange. In the space surrounded by the column steel frame, the inner surface of both flanges of the column steel, the surfaces on both sides of the web, the plane including the widthwise end faces of the column steel flange, and the plane including the longitudinal end faces of the column steel frames HFC pillars composed of concrete layers filled with concrete and attached to pillar steel frames are used.
In a preferred embodiment of the present invention, as the first HFC beam, a steel frame of the H-shaped steel having a wide flange is provided with a plurality of headed studs standing at intervals over the entire area of both sides of the web. A beam steel frame in which a deformed steel bar is arranged on the inner surface of the upper and lower flanges of the H-shaped steel and is extended over the entire length in the longitudinal direction of the flange and fixed to the inner surface of the flange. Concrete was filled in the space surrounded by the inner surface of the web, the surfaces on both sides of the web, the plane including the end face in the width direction of the flange of the beam steel, and the plane including the end face in the longitudinal direction of the beam steel, and adhered to the beam steel Use HFC beams composed of concrete layers.
As the second HFC beam and the second HFC beam, the steel frame of the beam steel or the above H-shaped steel is provided by setting up a plurality of headed studs on the steel frame of the H-shaped steel with a wide flange and extending across the entire area on both sides of the web. A beam steel frame in which deformed steel bars arranged on the inner surface of the upper and lower flanges of the steel frame and extending over substantially the entire length of the flange are fixed to the inner surface of the flange, and the inner surfaces of both flanges of the beam steel, Concrete is placed in the space surrounded by the surfaces on both sides of the web, the plane parallel to the plane including the end face in the width direction of the flange of the beam steel frame and a little closer to the web side from the end face, and the plane including the end face in the longitudinal direction of the beam steel frame. HFC beams composed of concrete layers filled and attached to the beam steel frame are used.
[0008]
In the building of the present invention, for example, a floor slab is formed as in the following (C) and (D).
(C) In forming a floor slab of a building in which a plurality of HFC beams are arranged in parallel and horizontally and the ends of each HFC beam are joined to a plurality of columns, each HFC beam is a column steel frame of H-section steel And a concrete layer that is only between the flanges and adhered to the column steel frame, and the surface of the concrete layer is a surface substantially parallel to the web surface that exposes the inner surface of the end portion in the width direction of each flange. A plurality of precast concrete floorboards are arranged between the HFC beams and the HFC beams, and both ends of each floorboard are connected to the inner surface of the end in the width direction of the flange on the lower side of the steel frame of the HFC beams. Directly supported on the upper surface or supported via a spacing member placed on the upper surface, a slab rebar is arranged on the upper side of each floor plate, the slab rebar is fixed to the beam steel frame of the HFC beam, and the floor plate and the HFC beam Concrete is placed on the upper side of the floor and the floor slab As well as formed to fill the gap between the end face and the HFC beam on the surface of the concrete layer of the floor concrete, so that the floor plate from moving.
[0009]
(D) In the formation of a floor slab of a building in which a plurality of H-shaped steel beam steel frames are arranged in parallel and horizontally, and the ends of each beam steel frame are joined to a plurality of columns, A plurality of precast concrete floorboards are arranged between them, and both ends of each floorboard are directly supported by the upper surface of the lower flange of the beam steel frame, or through a spacing member mounted on the upper surface. Supporting, arranging slab reinforcing bars on the upper side of each floor board, fixing the slab reinforcing bars to the beam steel, filling the gap between the end of the floor board and the beam steel with concrete, making each beam steel HFC beam, Concrete is placed on the upper side of the floor plate and beam steel to form a floor slab.
In the case of the above (D), as the beam steel frame, for example, the beam steel frame or the upper and lower sides of the beam steel frame or the H-shaped steel in which a large number of headed studs are erected over the entire region on both sides of the H-shaped steel web. A steel beam is used in which a deformed steel bar is disposed on the inner side surface of the flange and extends over substantially the entire length in the longitudinal direction of the flange.
[0010]
【Example】
Example 1 is shown in FIGS. 1 to 24, and is an example in which the present invention is applied to a multi-layer apartment house.
First, the configuration of the HFC columns 10A to 10C, the HFC beams 20A to 20C, the seismic wall 30 and the like, which are constituent elements, and how to join them will be described.
As shown in FIGS. 3 and 4, the HFC columns 10 </ b> A to 10 </ b> C are configured by an H-shaped steel column steel frame 11 and a concrete layer 12 attached to the column steel frame 11 only between the flanges 11 a and 11 a thereof. In the illustrated HFC columns 10A to 10C, the component H of the column steel frame 11 and the flange width W are the same, but the component H and the width W may be different.
In the HFC columns 10A to 10C, a large number of headed studs Sd are provided on both sides of the web 11b of each column steel frame 11, and the base ends thereof are spaced apart in the longitudinal direction and the width direction over substantially the entire region thereof. It is fixed by welding so as to be at right angles to.
The concrete layers 12 of the HFC columns 10A to 10C are a plane including the inner surface of both flanges 11a on both sides of the web 11b of the column steel frame 11, the surface of the web 11b, and the end surfaces in the width direction of both flanges 11a. It is formed by filling concrete in a space surrounded by a plane including both end faces in the longitudinal direction.
[0011]
When the HFC beam 20A is joined by a long bolt to the surface of the flange 11a of the HFC columns 10A to 10C, the left and right flanges 11a and the concrete layer 12b of the beam mounting portion of the HFC column 10A are shown in FIGS. As shown, the insertion hole 11a through which the long bolt Lb passes ₂ , 12b ₁ Is provided. When the HFC beams 20B and 20C are joined to the surface of the concrete layer 12b of the HFC columns 10A and 10B by long bolts, the web 11b and the concrete layer 12b of the beam mounting portion of the HFC columns 10A and 10B are disposed below and above the concrete layer 12b. And as shown in FIG. 18, the insertion hole 11b which lets the long volt | bolt Lb pass. ₁ , 12b ₂ Is provided.
When the HFC beams 20A and 20B are pressure-welded to the flange surfaces of the HFC columns 10A to 10C, the flanges 11a and the concrete layers 12b of the beam mounting portions of the HFC columns 10A to 10C are shown in FIGS. As shown, the insertion hole 11a through which the tendon Td passes. ₃ , 12b ₃ Is provided. When the HFC beams 20B and 20C are pressure-welded to the surface of the concrete layer of the HFC column 10A, the web 11b and the concrete layer 12b of the beam attachment portion of the HFC columns 10A and 10B are shown in FIGS. 23 and 24, respectively. As shown, the insertion hole 11b through which the tendon Td passes. ₂ , 12b ₄ Is provided.
[0012]
When forming a concrete layer, after placing a sheath tube with a hollow part to be the insertion hole in the place where the insertion hole is formed in the space filled with concrete and then filling the concrete, the insertion hole of the concrete layer Formation becomes easy.
In the case of pressure welding, if necessary, the beam receiving angles 14 and 24 that receive the ends of the HFC beams 20A to 20C attached here are fixed to the lower side of the beam mounting portion by bolting or welding. Good.
As shown in FIG. 21, the HFC columns 10A to 10C are provided with steel plate stiffeners 11c and 11c between the flanges 11a on both sides of the web 11b of the column steel frame 11 corresponding to the beam mounting portion. The stiffeners 11c and 11c are fixed to the inner surface of the flange 11a at right angles by welding to reinforce the column steel frame 11 in the vicinity of the beam mounting portion.
[0013]
When the HFC pillars 10A to 10C are joined to each other by a long bolt, as shown in FIGS. 13 and 14, the long bolt Lb is passed through the flange 11a and the concrete layer 12a on both sides of the web 11b at the end of the 10A to 10C. Insertion hole 11a ₁ , 12a ₁ , And a splicing plate Sp made of steel plate is applied to the outside of both flanges 11a at the end of the HFC column, and the bolt hole of the splicing plate Sp and the insertion hole 11a of the HFC column ₁ , 12b ₁ The long bolt Lb is passed through, and a nut is screwed into the threaded portion at the end of the long bolt Lb to join the HFC columns together.
When the HFC pillars 10A to 10C are joined by pressure bonding, as shown in FIG. 19 and FIG. 20, there is no concrete-free space at some distance from the ends of the concrete layer 12 on both sides of the web 11b of the HFC pillar. A pair of insertion holes 12a through which the tension material Td that leads from the end face of the HFC column to the empty portion 14 is passed through the concrete layer 12a from the end portion. ₂ Is provided. Then, the upper end faces of the lower HFC pillars 10A to 10C and the lower end faces of the upper HFC pillars 10A to 10C are brought into close contact with each other with a mortar Mt interposed therebetween, and the concrete layer insertion hole 12a. ₂ In addition, through the tension members Td, the end portions of the Td are put out into the respective empty portions 13, and appropriate tensile force introducing means are put into these empty portions 13, and the tensile force is introduced into the tensile members Td and introduced. The tension force is held by the fixing device Ad fitted to the end portion of the tension material Td, the state in which the end surface of one HFC column is strongly pressed against the end surface of the other HFC column, and the empty portion 13 is mortar or Fill with concrete and join the HFC columns together. The lengths of the HFC pillars 10A to 10C are about 2 to 3 times the floor height so as to be suitable for transportation.
[0014]
As shown in FIGS. 5 and 6, the HFC beam 20 </ b> A is composed of an H-shaped steel beam steel 21 and a concrete layer 22 that is only between the flanges 21 a and 21 a and attached to the beam steel frame. In the illustrated HFC beam 20A, the component H of the beam steel frame 21 and the flange width W thereof are the same, but the component H and the width W may be different.
In the beam steel frame 21 of the HFC beam 20A, a large number of headed studs Sd are provided on both sides of the web 21b at intervals in the longitudinal direction and the width direction over substantially the entire area thereof, and the base ends thereof are formed on the web 11b. It is fixed by welding so as to be at right angles to it.
The concrete layer 22 of the HFC beam 20A includes a plane including the inner surface of the flange 21a on both sides of the web 21b of the beam steel frame 21, the surface of the web 21b, the widthwise edges of both flanges 21a, and the longitudinal direction of the beam steel frame 21. It is formed by filling concrete in a space surrounded by a plane including both end faces.
As the beam steel frames of the HFC columns 10A to 10C, the HFC beam 20A, and the HFC beams 20B and 20C described later, instead of fixing a large number of head studs Sd to the webs 11b and 21b of the steel frames 11 and 21, FIG. As shown, deformed steel bars Db are arranged on the inner surfaces of both flanges 11a and 21a of the steel frames 11 and 21 in parallel with the webs 11b and 21b, respectively, and these deformed steel bars Db are connected to the flanges 11a and 21a. You may use what was manufactured so that it might adhere to an inner surface by welding.
[0015]
When the HFC beam 20A is joined to the HFC columns 10A and 10B by long bolts, the flange 21a and the concrete layer 22a on both sides of the web 21b from the end of the beam steel frame 21 are shown in FIG. 15 and FIG. Through hole 21a through which long bolt Lb passes ₁ , 22a ₁ Is provided.
Then, the vertical portions of the beam receiving angles 25A are respectively placed below the beam mounting portions of the flanges 11a of the HFC columns 10A and 10B built at predetermined positions, and the vertical holes of the beam receiving angles 25 and the HFC columns 10A. Insertion hole 11a ₂ , 12b ₁ The long bolt Lb is passed through, and a nut n is screwed into the threaded portion of the long bolt Lb to fix the vertical portion of the lower beam receiving angle 25A to the HFC columns 10A and 10B.
The end of the HFC beam 20A is placed on the upper side of the horizontal portion of the lower beam receiving angle 25A fixed to the HFC columns 10A and 10B, and the horizontal portion of the beam receiving angle 25B is applied to the upper side of the end portion of the HFC beam 20A. In the vertical direction of the beam receiving angle 25B and the HFC pillar insertion hole 11a ₂ , 12b ₁ The long bolt Lb is passed through, and a nut n is screwed into the threaded portion of the long bolt Lb to fix the vertical portion of the upper beam receiving angle 25B to the HFC column, and the bolt hole in the horizontal portion of the upper beam receiving angle 25B, Insertion hole 21a at the end of HFC beam 20A ₁ , 22a ₁ Further, the long bolt Lb is passed through the horizontal bolt hole of the lower beam receiving angle 25A, and the nut n is screwed into the threaded portion of the long bolt Lb so that the end of the HFC beam 20A is connected to the upper and lower beam receiving angles 25A. , 25B.
[0016]
When the HFC beam 20A is bonded to the HFC columns 10A and 10B by pressure bonding, as shown in FIGS. 21 and 22, there is no concrete free space on both sides of the web at a predetermined distance from the end of the HFC beam 20A. 23, a pair of insertion holes 22a through which the tension material Td leading from the end face of the HFC beam to the hollow portion 23 is passed from the end of the HFC beam 20A to the concrete layer 22a. ₃ Is provided. Then, the end faces of the HFC beam 20A are brought into close contact with the beam mounting surfaces on both sides of the HFC columns 10A and 10B with a mortar Mt interposed therebetween, and the insertion holes 22a of the respective HFC beams 20A. ₃ And the insertion holes 11a of the HFC pillars 10A and 10B ₃ , 12b ₃ In addition, through the tension members Td, the end portions of the tension members Td are put out into the respective empty portions 23, and a tensile force is introduced into the tension members Td by an appropriate tensile force introducing means. It is held by the fixing tool Ad fitted to the end, the state where the end surface of the HFC beam 20A is strongly pressed against the beam mounting surface of the HFC column 10A, the empty portion 23 is filled with mortar or concrete, and the HFC beam 20A Are joined to the HFC pillars 10A and 10B.
[0017]
As shown in FIGS. 7, 23 and 24, the HFC beam 20B is a concrete layer adhered to the beam steel frame 21 only between the H-shaped steel beam steel frame 21 and its flanges 21a and 21a, like the HFC beam 20A. 22. In the illustrated HFC beam 10B, the component H of the beam steel frame 21 and the flange width W thereof are the same, but the component H and the width W may be different.
The arrangement of the head stud Sd on the beam steel frame 21 of the HFC beam 20B is the same as that of the HFC beam 20A. As shown in FIG. 7, the concrete layer 22 of the HFC beam 20B includes a plane including an inner surface of the flange 21a on both sides of the web 21b of the beam steel frame 21, a surface of the web 21b, and end surfaces in the width direction of both flanges 21a. It is formed by filling concrete into a space surrounded by a plane 22f that is parallel and slightly offset toward the web 21b and a plane that includes both end faces in the longitudinal direction of the beam steel frame 21.
Although the length of the HFC beam 20C is shorter than that of the HFC beam 20B, the configuration thereof is the same as that of the HFC beam 20B.
In addition, the HFC beam 20C joined to the HFC pillars 10A and 10B at both ends in the long side direction of the rectangular building having a long plan view has the surface of the concrete layer 22 facing the outer side of the short side outside the width direction of the flange 21a. It is flush with the plane including the end face.
[0018]
When the HFC beams 20B and 20C are joined to the HFC columns 10A and 10B by long bolts, as shown in FIGS. 17 and 18, the beam receivers are provided below and above the beam mounting portions of the concrete layer 12b of the HFC columns 10A and 10B. The vertical part of the angle 25A is respectively applied, the bolt hole of the vertical part of the beam receiving angle 25A and the insertion hole 11b of the HFC pillars 10A and 10B. ₁ , 12b ₂ The long bolt Lb is passed through and a nut n is screwed into the threaded portion of the long bolt Lb to fix the vertical portion of the beam receiving angle 25A to the HFC columns 10A and 10B.
The ends of the HFC beams 20B and 20C are placed on the upper side of the horizontal portion of the lower beam receiving angle 25A fixed to the HFC columns 10A and 10B, and the upper beam receiving angle is above the ends of the HFC beams 20B and 20C. The horizontal part of 25B is applied, the bolt hole of the vertical part of this beam receiving angle 25B and the insertion hole 11b of the HFC column ₁ , 12b ₂ The long bolt Lb is passed through, and a nut n is screwed into the threaded portion of the long bolt Lb to fix the vertical portion of the upper beam receiving angle 25 to the HFC column, and the bolt hole in the horizontal portion of the upper beam receiving angle 25B, Insertion hole 21a at the end of HFC beams 20B and 20C ₂ , 22a ₂ The long bolt Lb is passed through the horizontal bolt hole of the lower beam receiving angle 25A, the nut n is screwed into the threaded portion of the long bolt Lb, and the ends of the HFC beams 20B and 20C are connected to the upper and lower beam receivers. Fix to angles 25A and 25B.
The method of fixing the HFC beam 20B to the HFC column 10C is the same as the case where the HFC beam 20A is joined to the HFC columns 10A and 10B by long bolts.
When the HFC beam 20B is pressure bonded to both flanges of the HFC column 10C, the configuration of the end portion of the HFC beam 20B and the method of fixing the HFC beam 20B to the HFC column 10C are pressure bonded to the HFC columns 10A and 10B. Same as the case.
[0019]
When the ends of the HFC beams 20A to 20C are pressure bonded to the surface of the concrete layer of the HFC columns 10A and 10B, a predetermined distance from the ends of the HFC beams 20B and 20C cannot be obtained as shown in FIGS. A hollow portion 23 having no concrete is provided on both sides of the web 21b, and a pair of insertion holes 22a through which the tension material Td communicating with the hollow portion 23 is passed from the end faces of the HFC beams 20B and 20C to the concrete layer 22a from the end portion. ₃ Is provided.
Then, the end faces of the HFC beams 20B and 20C are brought into close contact with the beam mounting surfaces of the concrete layer 22a inside the HFC columns 10A and 10B with a mortar Mt interposed therebetween, and the insertion holes 22a of the HFC beams 20B and 20C. ₃ And HFC pillar 10A, 10B insertion hole 11b ₂ , 12b ₄ In addition, through one of the tension members Td, one end portion thereof is taken out to each hollow portion 23 of the HFC beams 20B and 20C, and the other end portion is brought out to the outside of the HFC pillars 10A and 10B. The tensile force is introduced into the tension member Td, and the introduced tensile force is held by the fixing tool Ad fitted to the end of the tension member Td, and the end faces of the HFC beams 20B and 20C are attached to the HFC columns 10A and 10B. The state in which the surface is strongly pressed is maintained, the empty portion 23 is filled with mortar or concrete, and the HFC beams 20B and 20C are joined to the HFC columns 10A and 10B.
In Example 1, the insertion holes 11b of the HFC pillars 10A and 10B ₁ , 12b ₂ , 11b ₂ , 12b ₄ , Is the insertion hole 11a. ₂ , 12b ₁ , 11a ₃ , 12b ₃ Furthermore, it is provided on the web 11b and the concrete layer 12b of the HFC pillars 10A and 10B which are higher than the HFC beams 20B and 20C by substantially the same dimensions.
[0020]
When the HFC beam 20A is pressure bonded to the HFC columns 10A and 10B located at both ends in the long side direction of the building, the end surface of the HFC beam 20A is attached to the beam mounting surface of one flange of the HFC columns 10A and 10B. Are closely attached with a mortar interposed therebetween, and the insertion hole 22a of the concrete layer 12a of the HFC beam 20A. ₃ And HFC pillar insertion hole 11a ₃ , 12b ₃ In addition, through one of the tension members Td, one end portion thereof is taken out to each empty portion 23, and the other end portion thereof is exposed to the outside of the HFC columns 10A and 10B, and the tension member is introduced by an appropriate tensile force introducing means. A tensile force is introduced into Td, and the introduced tensile force is held by a fixing tool Ad fitted to the end of the tension material Td, and the end surface of the HFC beam 10A is pressed strongly against the beam mounting surfaces of the HFC columns 10A and 10B. The state is maintained, the empty portion 23 is filled with mortar or concrete, and the HFC beam 20A is joined to the HFC columns 10A and 10B.
[0021]
The earthquake-resistant wall 30 has, for example, the configuration shown in FIGS. 11 and 12, and a large number of vertical reinforcing bars (for example, D16) 31a arranged in the vertical direction at intervals (for example, 200 mm) and the horizontal direction. Two grid-like reinforcing bars 31 formed by connecting a large number of horizontal reinforcing bars (for example, D16) 31b arranged at intervals (for example, 200 mm) are arranged in parallel at intervals, and these lattice-shaped reinforcing bars 31 are arranged. , 31 and a concrete frame 32 are placed in the mold frame to form a rectangular, thick and long precast concrete plate. The dimension of the seismic wall 30 in the vertical direction is set to a floor height dimension or about 2 to 3 times the floor height dimension so as to be suitable for transportation.
When the HFC beam 20 </ b> B is bolted to the earthquake resistant wall 30, embedded nuts for screwing bolts used to fix the beam receiving member 33 made of angle steel are provided below and above the beam attachment portion of the earthquake resistant wall 30. The seismic wall 30 is formed by embedding in advance (below one end of a bolt may be embedded) below and above the beam mounting portion of the seismic wall 30.
When the HFC beam 20C is pressure-bonded to the earthquake resistant wall 30, a plurality of insertion holes through which the tension material is passed are provided in a portion corresponding to the beam mounting portion of the earthquake resistant wall 30 to form the earthquake resistant wall. And each penetration hole of earthquake-resistant wall 30 and each penetration hole 22a of HFC beam 20C ₃ Each of the tendons is passed through, a tensile force is introduced into the tendons, the introduced tensile force is held by a fixing tool, and the HFC beam 10C is joined to the earthquake resistant wall 30.
[0022]
A horizontal groove for inserting the end portion 41a of the floor plate 41 is formed in the floor plate mounting portion on the side surface of the earthquake resistant wall 30, or, as shown in FIGS. 11 and 12, a mountain shape is formed in the floor plate mounting portion. The floor plate receiving member 34 made of steel or channel steel is joined to the side surface of the earthquake resistant wall 30 by appropriate joining means, for example, bolt joining.
When joining the lower end of the upper seismic wall 30 to the upper end of the lower seismic wall 30, for example, when joining the lower end of the upper HFC columns 10A, 10B to the upper end of the lower HFC columns 10A, 10B. It is performed in a manner similar to the long bolt joint shown in FIGS. 13 and 14 or the crimp joint shown in FIGS. 19 and 20, but may be joined in other ways.
In addition, in the case of pressure bonding, a large number of heads standing on the webs 11b and 21b are provided in the empty portions 13 of the HFC columns 10A to 10C and the empty portions 23 of the HFC beams 20A to 20C as necessary. At least one head of at least one of the studs Sd is positioned.
[0023]
Next, the construction method of the multi-layer apartment house shown in FIG.1 and FIG.2 is demonstrated.
As shown in FIG. 2, a large number of concrete cast-in-place piles 1 are constructed in the ground where the apartment house is constructed, and the concrete piles are integrated with the pile head at a predetermined depth from the ground surface GL. A flat base 2 is constructed, and a gap between the base 2 and the base 2 is formed on the upper side of the base 2 to construct a reinforced concrete lower support housing 4 made of a foundation beam or the like. And the seismic isolation devices 3 are respectively arranged between a number of installation parts 2 a on the upper side of the base 2 and the receiving parts 4 a corresponding to the installation parts 2 a on the lower side of the lower support housing 4. The side is attached to the installation part 2a, and the upper side of the seismic isolation means 3 is attached to each receiving part 4a. As the seismic isolation device 3, a seismic isolation device made of laminated rubber or the like, a seismic isolation device using a sliding bearing, or the like is used.
Vertical column recesses 4a and 4b are provided at the positions of the columns of the lower support frame 4 and the earthquake-resistant wall, and the lower portions of the HFC columns 10A to 10C and the earthquake-resistant wall 30 are inserted into the respective recesses 4a. The gap between the inner peripheral surface of the recess 4a is filled with mortar or concrete, and an HFC column and a seismic wall are established at a predetermined position of the lower support housing 4.
[0024]
A large number of first HFC pillars 10A are established at the same interval along one long side of a rectangle whose plan view is long, and a plurality of second HFC pillars 10B at the same interval along the other long side. The third HFC column 10C or the earthquake resistant wall 30 is established between the first HFC column 10A and the second HFC column 10B.
Each HFC column 10A, 10B is arranged such that the surface of the flange 11a of the column steel frame 11 is parallel to the short side of the rectangle whose plan view of the building is long, and each HFC column 10C is the surface of the flange 11a of the column steel frame 11 Is arranged in parallel with the long side of the rectangle of the building.
At both ends of the long side of the rectangle of the building, a seismic wall 30 is usually arranged between the first HFC column 10A and the second HFC column 10B, but an HFC column 10C is arranged instead of the seismic wall 30. Also good.
Further, between the first HFC column 10A and the second HFC column 10B other than both ends of the rectangular long side of the building, the first HFC column 10A in the first HFC column 10A row is opposed to the moss. The earthquake resistant wall 30 is also arranged between the second HFC column 10B. Usually, the HFC column 10C is arranged between the first HFC column 10A and the second HFC column 10B where the earthquake resistant wall 30 is not arranged.
In the first embodiment, for example, a precast concrete floor board is disposed on the lower support housing 4 to form a floor on the first floor.
[0025]
The HFC beams 20A are respectively arranged between the beam attachment portions on the second floor of the HFC columns 10A and 10B, and the end portions thereof are bonded to the HFC columns 10A and 10B by the long bolt bonding or the pressure bonding described above. .
The HFC beams 20C are respectively arranged between the beam mounting portions on the second floor of the HFC pillars 10A and 10B and the beam mounting portions on the second floor of the earthquake resistant wall 30, and the end portions of the HFC beams 20C are joined with the long bolts described above. Or it joins to each HFC pillar 10A, 10B and the earthquake-resistant wall 30 by pressure bonding.
HFC beams 20B are arranged between the beam mounting portions on the second floor of each HFC column 10A, 10B and the beam mounting portions on both sides of the second floor of each HFC column 10C, and the end portions of these HFC beams 20B Are joined to the respective HFC pillars 10A to 10C by the long bolt joining or the crimp joining described above.
In the first embodiment, the mounting positions of the HFC beams 20B and 20C on the HFC columns 10A and 10B are substantially the same as the positions of the HFC beams 20B and 20C than the mounting positions of the HFC beams 20A on the HFC columns 10A and 10B. It is higher by the same dimension.
[0026]
As shown in FIG. 10, between the HFC beam 20B and the HFC beam 20C on the second floor, between the HFC beam 20B and the HFC beam 20B on the second floor, and between the HFC beam 20B on the second floor and the floor plate mounting portion of the seismic wall 30. A precast concrete floor board 41 is arranged, and both end portions 41a of the floor board 41 are placed on the upper surface of the flange 21a on the lower side of the beam steel frame 21 of the HFC beams 20B and 20C or the earthquake resistant wall 30. It supports on the upper surface of the fixed floor board receiving member 34.
Then, as shown in FIGS. 9 and 10, a grid-like slab reinforcing bar 42 is arranged on the upper side of the floor plate 41, the slab reinforcing bar 42 is fixed to the flange 21 a on the upper side of the beam steel frame 21, and the concrete 43 on the upper side of the floor plate 41. To form the floor slab 40 on the second floor.
The floor plate 41 is formed with a plurality of openings 41b extending in the longitudinal direction parallel to each other at intervals in the width direction in the concrete portion 41a, and spaced in the width direction at the lower portion of the concrete portion 41a. A number of PC steel members 41c extending in the longitudinal direction are embedded, and prestress is introduced into the floor board 41 by introducing a tensile force to the PC steel members 41c.
When placing the concrete 43, the gap between the end face of the floor board 41 and the surface of the concrete layer 22 such as the HFC beams 20B and 20C, the surface of the flange 21a, etc. is also filled with the concrete, and the floor board 41 becomes the HFC beam. It cannot be moved against.
[0027]
In the same manner as described above, the HFC beam 20A arranged between the beam mounting portions on the third floor of each HFC column 10A, 10B is joined to each HFC column by the above-described long bolt joining or pressure joining, and each HFC The HFC beam 20C in which the HFC beam 20C is arranged between the beam mounting portion on the third floor of the columns 10A and 10B and the beam mounting portion on the third floor of the earthquake-resistant wall 30 is connected to each HFC by the above-described long bolt bonding or pressure bonding. The HFC beam 20B joined to the column and the seismic wall and arranged between the beam mounting portion on the third floor of each HFC column 10A, 10B and the beam mounting portion on both sides of the third floor of each HFC column 10C is described above. Join to each HFC column by long bolt joint or crimp joint. A floor plate 41 is disposed between the HFC beam 20B and the HFC beam 20C on the third floor, between the HFC beam 20B on the third floor, and between the HFC beam 20B on the third floor and the floor plate receiving member 34 of the earthquake-resistant wall 30. A floor slab 40 of the floor is formed.
Then, the upper HFC pillars 10A to 10C are joined to the upper ends of the lower HFC pillars 10A to 10C by the above-described long bolt joining or crimp joining, and the upper earthquake resistant wall 30 is joined to the upper end of the lower earthquake resistant wall 30. 30 is added by the above-described long bolt joint or pressure joint, and an upper floor is constructed in the same manner as described above, for example, a building housing of an apartment house on the ninth floor is constructed.
For example, one span in the long side direction is set to 7.2 m, one span in the short side direction is set to 7.25 m, and the occupied space per unit is divided into two spans in the long side direction and two spans in the short side direction. As shown in FIG. 1, in order to form a space along one side in the long side direction as a balcony 51 and a portion along the other side as a corridor 52, the walls 53, 54 is provided. In addition, a wall 55 is provided on the outside of each HFC beam 10C that connects the HFC pillars 10A and 10B arranged along the short side of the building and the earthquake resistant wall 30.
[0028]
A second embodiment is shown in FIGS. 25 to 28 and is an example in which the present invention is applied to a multi-layer apartment house.
The configuration of the HFC pillars 10A to 10C, the HFC beams 20A to 20C and the earthquake resistant wall 30, the method of forming the slab 40, etc. are the same as in the first embodiment. For example, the third HFC pillar 10C is located at the center of the occupied space per unit. Is different from that of the first embodiment in that the HFC beam 20D is disposed instead of the HFC beam 20B used in the first embodiment above the point where the HFC column 10C is not provided. ing.
As the HFC beam 20D, an unbonded PC precast HFC beam 20D into which prestress is introduced is used. The edge part is joined to the surface (surface of a weak axis direction) of the concrete layer of HFC pillar 10A, 10B. In this case, sufficient consideration should be given to beam formation and deflection.
The length of the HFC beam 20D is a dimension obtained by adding the formation of the column steel frame 21 of the HFC column 10C to twice the length of the HFC beam 20B, and the arrangement of the head stud Sd and the concrete layer 22 is as follows. Same as 20C, but with the HFC beam 20D, the long tension material Td ₁ Are embedded in the concrete layer 22 on both sides of the web 21b of the beam steel frame 21 with both ends thereof protruding from the longitudinal end faces of the concrete layer and not bonded to the concrete, respectively. ₁ Tensile force is introduced into the tension material Td. ₁ Fixing tool Ad fitted to the end of ₁ And prestressing is introduced into the beam steel frame 21 and the concrete layer 22.
[0029]
An HFC beam 20D is arranged between the first HFC column 10A and the second HFC column 10B, and both ends of the HFC beam 20D are detachably bonded to the HFC columns 10A and 10B by the long bolt bonding or the pressure bonding described above. To do.
When the HFC beam 10D is pressure bonded to the HFC columns 10A and 10B, for example, as shown in FIG. ₁ The parts from both ends are passed through the insertion holes provided in the HFC pillars 10A and 10B, and are brought out of the HFC pillars 10A and 10B, and other tension members Td for pressure bonding are provided at the ends of the HFC beams 10D. Through the insertion hole in the part of the concrete layer and the insertion hole provided in the HFC pillars 10A, 10B, and to the outside of the HFC pillars 10A, 10B, to introduce a tensile force to the tension material Td, and to introduce the introduced tensile force to the HFC pillar After being held by the fixing tool Ad arranged outside 10A and 10B, the empty space at a predetermined distance from the end of the HFC beam 10D is filled with concrete, and after the concrete has hardened, the tension material Td ₁ A fixing tool Ad in which a tensile force is introduced to the outer side of the HFC pillars 10A and 10B. ₁ When it is held at the tension material Td ₁ Can be used both for pressure bonding and prestressing of the HFC beam 10D.
In the second embodiment, it is possible not to provide the third HFC pillar 10C in the center of the occupied space per unit, and thus it is possible to create a space having a desired width in the occupied space.
In the second embodiment, when the upper floor HFC column 10C is above the center of the HFC beam 20D, the center of the HFC beam 20D is connected to the lower end of the upper floor HFC column 10C.
[0030]
Example 3 is shown in FIGS. 29 to 32, and is an example in which the present invention is applied to a multi-layer apartment house.
The configuration of the HFC columns 10A to 10C, the HFC beam 20A and the earthquake-resistant wall 30, the method of joining the HFC columns 10A and 10B and the HFC beam 20A, and the like are the same as those in the first embodiment. The method of joining the steel frame 20E and the third beam steel frame 20F, the beam steel frames 20E and 20F and the HFC columns 10A to 10C or the earthquake resistant wall 30, the method of forming the slab, and the like are slightly different from those of the first embodiment.
As the beam steel frames 20E and 20F, those having the same configuration as the beam steel frames 21 of the HFC beams 20B and 20C of the first embodiment are used as shown in FIG.
For example, H-458 × 417 × 30 × 50 is used for the HFC pillars 10A to 10C, and H-400 × 400 × 13 × 21 is used for the HFC beam 20A. Uses H-300 × 300 × 10 × 15, and Fc42 is used for the concrete layers of the HFC columns 10A to 10C and the HFC beam 20A.
[0031]
Next, a method of constructing the multi-layer apartment house shown in FIGS. 29 and 30 will be described.
As shown in FIG. 29, the method of installing the on-site pile 1, the base 2, the lower support frame 4, the seismic isolation device 3 and the like are substantially the same as those in the first embodiment.
The HFC pillars 10A to 10C and the lower part of the earthquake-resistant wall 30 are inserted into the recesses of the HFC pillars or the seismic walls of the lower frame 4, and mortar or concrete is placed in the gap between the lower parts and the inner peripheral surface of the recesses 4a. Fill and establish each HFC pillar and seismic wall.
A large number (10 per long side in the illustrated example) of the first HFC column 10A and the first HFC column 10B arranged at regular intervals along both long sides of the long rectangular plan view of the building are A large number (six in the illustrated example) of the third HFC columns 10C, which are arranged so that the surface of the flange 11a is parallel to the short side of the building and arranged between the first HFC column 10A and the second HFC column 10B, 11 flanges 11a are arranged so as to be parallel to the long side of the building.
In the illustrated example, the first, fourth, seventh and tenth first HFC pillars 10A of the first HFC pillar 10A row arranged along one long side of the rectangle and the other long side facing these are arranged. The seismic walls 30 are respectively arranged between the first, fourth, seventh and tenth second HFC columns 10B of the second HFC columns 10B arranged along the seismic walls. 2nd, 3rd, 5th, 6th, 8th and 9th 1st HFC pillar 10A of the 1st HFC pillar 10A row and the 2nd HFC pillar arranged so that it may become parallel to the short side of the rectangle A third HFC column 10C is arranged between the second, third, fifth, sixth, eighth and ninth second HFC columns 10B of the 10B row. The first floor is formed in the same manner as the first floor of Example 1.
[0032]
The first HFC beams 20A are respectively arranged between the beam attachment portions on the second floor of the HFC columns 10A and 10B of the building, and these are joined to the HFC columns by the long bolt bonding or the pressure bonding described above.
A third beam steel frame 20F is arranged between the second floor beam mounting portion of each seismic wall 30 and the second beam mounting portion of each first HFC column 10A and each second HFC column 10B facing each other, and ends thereof. The part is detachably joined to the beam attaching part of each HFC column and the seismic wall by, for example, long bolt joining.
A second beam steel frame 20E is disposed between the second floor beam mounting portion of each third HFC column 10C and the second floor beam mounting portions of the first HFC column 10A and the second HFC column 10B facing each other, For example, it joins to each HFC pillar 10A-10C so that attachment or detachment is possible by long bolt joining.
When long bolts are joined as described above, long bolts that have been unbonded to prevent adhesion of concrete to their trunks can be used, and they can be attached and detached even after the second and third beam steel frames 20E and 20F are converted to HFC beams. And
The mounting position of the second beam steel frame 20E or the third beam steel frame 20F to each of the HFC columns 10A and 10B is more similar to that of the first embodiment than the mounting position of the first HFC beam 20A to each HFC column 10A. , 20F is set to a position that is approximately the same size as that of the 20F, but the mounting position of the HFC beam 20A to each HFC column 10A, 10B and the mounting position of the beam steel frame 20E or 20F to each HFC column 10A, 10B are the same level. May be.
[0033]
Between the second beam steel frame 20E and the third beam steel frame 20F on the second floor, between the second beam steel frame 20E on the second floor, and between the second HFC beam 20E on the second floor and the floor plate receiving portion of the seismic wall 30 corresponding thereto. 32, a precast concrete floor board 41 is arranged, and both end portions 41a of the floor board 41 are connected to the upper surface of the flange 21a on the lower side of the beam steel frames 20E and 20F or the floor board receiving member 34 of the earthquake-resistant wall 30. Support on the support surface.
Then, as shown in FIG. 31, a grid-like slab rebar 42 is arranged on the upper side of the floor plate 41, the slab rebar 42 is fixed to the upper flange 21a of the beam steel frames 20E and 20F, and the concrete 43 is placed on the upper side of the floor plate 41. The floor slab 40 on the second floor is formed by placing.
When placing the concrete 23, concrete is filled in the gap between the end of the floor plate 41 and the inner surface of the flange 21a of the beam steel frames 20E and 20F and the surface of the web 21b, and the floor plate 41 is filled with the steel beams 20E and 20F. The steel beams 20E and 20F are composed of an H-shaped steel beam steel frame and a concrete layer 22 between the flanges and attached to the beam steel frame via a number of headed studs Sd. HFC beam.
[0034]
In the same manner as described above, the first HFC beam 20A arranged between the beam attachment portions on the third floor of each HFC column 10A, 10B can be attached to and detached from each HFC column by the above-described long bolt bonding or pressure bonding. The steel beam 20F joined between the third floor beam mounting portion of each HFC column 10A, 10B and the third floor beam mounting member of the seismic wall 30 is connected to each HFC column by, for example, long bolt bonding. And a steel beam 20E that is detachably joined to the earthquake-resistant wall and arranged between the beam mounting portions on both sides of the third floor of each HFC column 10C and the beam mounting portions on the third floor of each HFC column 10A, 10B. For example, it joins to each HFC pillar so that attachment or detachment is possible by long bolt joining.
And between the beam steel frame 20E on the third floor and the beam steel frame 20F, between the beam steel frame 20E on the third floor and between the HFC beam 20E on the third floor and the floor plate receiving portion of the earthquake-resistant wall 30 corresponding thereto, a precast concrete structure The floor slab 40 on the third floor is formed in the same manner as described above.
Then, the upper HFC pillars 10A to 10C are joined to the lower HFC pillars 10A to 10C by the above-described long bolt joining or pressure joining, and added, and the upper earthquake resistant wall 30 is placed on the lower earthquake resistant wall 30. Are joined by the above-described long bolt joint or pressure joint, and the building frame of the upper floor is further constructed in the same manner as described above, and the building housing of the ninth-floor apartment building is constructed.
In the illustrated example, the length of each node of each HFC column is the size of each HFC column 10A to 10C of the first node 2.5 times the height of the floor, plus the insertion length into the recess, Each HFC column in Section 2 and Section 3 is twice the floor height, and each HFC column in Section 4 is approximately 2.5 times the floor height.
The length of one span in the long side direction and the size of one span in the short side direction are the same as those in the first embodiment, and as in the first embodiment, a part along one side in the long side direction is a balcony, and the other Walls are provided in the long side direction in order to use the hallway along the side.
[0035]
Example 4 is shown in FIG. 33 and FIG. 34, and is an example in which the present invention is applied to a multi-layer apartment house. The structure of HFC columns, HFC beams and earthquake-resistant walls, the method of joining the HFC columns and HFC beams, etc. Is the same as in Example 3, but the way of forming the floor slab is slightly different from that in Example 3.
As shown in FIG. 33, for example, a lower portion 41d is provided between the steel beams 20E and 20F of H-shaped steel of Example 3 and the steel beams of H-shaped steel provided in parallel therewith. ₁ 41d embedded in concrete ₂ Is provided with a precast concrete floor board 41A provided with a reinforcing bar 41d having a truss-like portion that protrudes from the upper surface of the concrete layer in a bowl shape or a convex shape, and the end portion of the floor board 41A is connected to the steel beam 20E, It is supported by the upper surface of the lower flange 21a of 20F, a grid-like slab reinforcing bar 42 is arranged on the upper side of each floor plate 41A, and the slab reinforcing bar 42 is fixed to the upper flange 21a of the beam steel frames 20E and 20F. Concrete 43 is placed in the upper side and the gap between the floor plate 41A and the steel beam to form the floor slab 40A.
When using large steel beams 20E and 20F, as shown in FIG. 34, on the upper surface of the flange 21a on the lower side of the steel beams 20E and 20F, for example, a long spacing member Sl made of precast concrete is provided. If necessary, the space holding member Sl is fixed to the upper side surface of the flange 21a, and the end of the floor plate 41A is supported on the upper side surface of the space holding member Sl, and is formed on the floor plate 41. The layer thickness is set to the desired thickness. The method of forming the concrete layer is the same as that shown in FIG.
As the steel beams 20E and 20F, for example, as shown in FIG. 31, a beam steel frame in which a large number of head studs are erected at almost intervals on both sides of the H-shaped steel web, or FIG. The deformed steel bar is arranged on the inner surface of the upper and lower flanges of the H-shaped steel as shown in Fig. 2 so as to extend over substantially the entire length of the flange, and the deformed steel bar is welded to the inner surface of the flange. Use a steel beam fixed in place.
34. A spacing member Sl is placed on the upper surface of the lower flange of the H-shaped steel beam shown in FIG. 34, and the end of the floor board is supported by the upper surface of the spacing member Sl. The support method for supporting the floor plate 41 at a position higher than the upper surface of the flange on the lower side of the beam is also applicable to the case where the floor plate 41 is supported by the second HFC beam 20E, the third HFC beam 20F, and the seismic wall 30 in the first embodiment. Can do.
[0036]
Example 5 is shown in FIGS. 35 to 38, and is an example in which the present invention is applied to a multi-layer apartment house. The point which uses 30 A of earthquake-resistant brace wall frames shown in FIGS. 35-38 instead of the earthquake-resistant wall 30 shown in FIG.11 and FIG.12 is different from Example 3. FIG.
The earthquake-resistant brace wall frame 30A is manufactured as follows, for example.
H-shaped steel brace members 35b, 35b, 35c, and 35c are joined to each other in an X shape by a steel gusset plate 35a in the center to produce an X-shaped brace 35. A pair of longitudinal members 36, 36 made of H-shaped steel having a length approximately twice the height of the floor are arranged in parallel on the same plane at a predetermined interval, and the upper part of the front flange of each longitudinal member 36 and Each steel gusset plate 37A is arranged in the center, and the lower vertical member mounting portion 37b of each upper gusset plate 37A is fixed to the front flange of the vertical member 36 with bolts, nuts b and n. Then, the upper and lower vertical attachment portions 37a, 37b of the central gusset plates 37A are fixed to the front flanges of the central portions of the vertical members 36, 36 with bolts, nuts b, n. An upper X-shaped brace 35 is arranged between the upper halves of the vertical members 36, 36, and the outer ends of the upper brace members 35b, 35b of the upper X-shaped brace 35 are placed under the upper gusset plates 37A. The upper brace members 35c and 35c on the lower side of the upper X-shaped brace 35 are attached to the upper side of the central gusset plate 37A. Secure to the part 37c with bolts, nuts b, n. A lower X-shaped brace 35 is arranged between the lower halves of the vertical members 36, 36, and the outer ends of the upper brace members 36b, 36b of the lower X-shaped brace 36 are connected to the central gusset plates. Secure to the lower mounting portion 37d of 37A with bolts, nuts b, and n.
[0037]
An H-shaped steel beam 38 serving as a fourth steel beam is arranged between the upper and central gusset plates 37A, and the web portion at the end of each steel beam 38 is placed on the inner side of the central gusset plate 37A. Fix to the beam mounting portion 37e with bolts, nuts b, and n. Further, a steel gusset plate 37B is also arranged corresponding to the gusset plate 37A in the upper and center portions of the flange on the rear side of each vertical member 36, and each gusset plate 37B is arranged in the same manner as the gusset plate 37A. The vertical members 36, the upper and lower brace members 35b and 35c of the upper X-shaped brace 35, or the upper brace member 35b of the lower X-shaped brace 35 are fixed to produce an earthquake-resistant brace wall frame 30A. The
In addition, the beam attachment part 37f is each provided in the outer side of the upper part of the earthquake-resistant brace wall frame 30A, and the gusset board 37A of the center part. For example, the third steel beam 20F is fixed to the beam attachment portion 37f by fixing the web portion at the end of the third steel beam 20F of the H-shaped steel of Example 3 with bolts, nuts b, and n. The seismic brace wall frame 30A is fixed to the longitudinal members 36, 36. Note that the gusset plate 37B may lack the outer beam mounting portion 37f and the inner beam mounting portion 37e of the gusset plate 37A.
[0038]
When building a multi-storied apartment building shown in FIGS. 29 and 30 of the third embodiment using the earthquake-resistant brace wall frame 30A, for example, the following is performed.
A pair of gussets each provided with a mounting portion for the longitudinal member 36 and a mounting portion for the brace member 35c at both ends in the recessed portion of the lower wall 4 shown in FIG. Each plate is embedded and fixed, and the first section seismic brace wall frame 30A is set up corresponding to the pair of gusset plates, and the first section seismic brace wall is attached to each mounting portion of the pair of gusset plates. The lower brace member 35c of the vertical member 36 of the frame 30A and the lower X-shaped brace 35 are fixed using bolts and nuts. The web portion at the end of the third steel beam 20F on the second floor is fixed to the outer beam mounting portion 37f of the central gusset plate 37A of the earthquake-resistant brace frame 30A using bolts and nuts, and the earthquake-resistant brace wall frame 30A. The web portion at the end of the third steel beam 20F on the third floor is fixed to the outer beam attaching portion 37f of the upper gusset plate 37A using bolts and nuts.
Then, the lower end portion of the vertical member 36 of the second seismic brace wall frame 30A is placed between the upper gusset plates 37A and 37B of the first seismic brace wall frame 30A, and the first seismic brace wall is disposed. The lower side of the vertical member 36 of the second-grade seismic brace wall frame 30A and the lower side of the X-shaped brace 35 on the lower side of the second section are attached to the upper mounting portions 37a, 37c of the upper gusset plates 37A, 37B of the frame 30A The outer end of the brace member 35c is fixed using bolts and nuts. In the same manner as described above, the third steel beam 20F on the fourth floor and the fifth floor is attached to the beam attachment portion 37f outside the gusset plate 37A of the seismic brace wall frame 30A of the second node.
The steel beam 38 of the earthquake-resistant brace wall frame 30A is not only a member that connects the vertical members 36 and the vertical members 36 in the horizontal direction, but also the same as the floor plate receiving member 34 of the earthquake-resistant wall 30 shown in FIGS. It fulfills the functions. The end of the floor plate 41 of Example 3 or the floor plate 41A of Example 4 is directly supported on the upper surface of the lower flange of the steel beam 38 of the seismic brace wall frame 30A, or the lower side of the H-shaped steel beam 38 is supported. 34 is mounted on the upper side surface of the flange, the floor plate 41 and the end of the floor plate 41A are supported on the upper side surface of the interval holding member Sl, and the upper side of the floor plates 41 and 41A is supported. Concrete slabs 40 and 40A are formed on the surface. The method of building other multi-layer apartments is the same as that of the third embodiment.
The seismic brace wall frame 30A is formed as a partition wall or an outer wall by attaching appropriate plate materials or the like to both sides of the X-shaped brace 35.
The seismic brace wall frame 30A of the fifth embodiment can be used in place of the seismic wall 30 in the first or second embodiment.
[0039]
The long bolt joints between the HFC columns in each example, between the earthquake resistant walls, between the HFC columns and the HFC beam or beam steel frame or the earthquake resistant wall are obtained by removing the nut from the threaded portion of the long bolt and removing the long bolt. The joint can be easily broken.
In each of the embodiments, the HFC columns, the earthquake-resistant walls, and the pressure-bonding joint between the HFC column and the HFC beam, the beam steel frame, or the earthquake-resistant wall cut the tension material used for the compression or fix the tension material. By removing the tool, the crimp bonding can be easily released. If the fixing tool is buried in concrete, break the concrete and remove the fixing tool.
[0040]
【The invention's effect】
The present invention has the following effects (a) to (wo) by providing the requirements described in the claims.
(A) The middle- and high-rise building according to claim 1 has the following effects (1) to (4).
(1) A lower support base is constructed on the upper side of the foundation constructed in the ground with a gap between the foundation and seismic isolation means are arranged at a number of locations between the foundation and the lower support base. Since a long rectangular upper multi-layered frame consisting of long sides and short sides is constructed on the lower support base, the plan view consisting of HFC columns, seismic walls or seismic brace wall frames, HFC beams, floor slabs, etc. The seismic force entering the upper multi-layer housing can be greatly reduced, and even if the upper multi-layer housing is constructed slim using HFC pillars, HFC beams, etc., it can sufficiently withstand the seismic force.
(2) At least the first to third HFC columns and the first HFC beam constituting the building are composed of a H-shaped steel column steel frame and a concrete layer attached to the steel frame only between its flanges. Therefore, the strength, rigidity, and fire resistance can be increased without increasing the space occupied by the columns and beams.
(3) Floor plate precast between the second HFC beam or the second beam steel frame and the third HFC beam or the third beam steel frame, or between the second HFC beam or the second beam steel frame and the earthquake resistant wall or the earthquake resistant brace wall frame. And the end of each floor plate is the upper surface of the second HFC beam steel beam, the third HFC beam steel beam, the second beam steel frame or the lower beam flange of the third beam steel frame, the earthquake resistant wall or the earthquake resistant brace wall frame The floor slab is supported directly by the support surface of the floor plate receiving portion of the floor plate, or is supported by the upper surface or a spacing member mounted on the support surface, and the floor slab is provided by the floor forming material provided on each floor plate or each floor plate. Since it is formed, the amount of the HFC beam or beam steel projecting to the lower side of the slab is small, and a very comfortable living space can be provided in which there is little or no beam shape in the room.
[0041]
(B) In addition to the effects (1) to (3), the middle-high-rise building according to claim 2 has the following effects (4) and (5).
(4) The flange surface of the column steel frame of the first and second HFC columns is parallel to the short side of the rectangular long plan view of the building, and the flange surface of the column steel frame of the third HFC column is parallel to the long side of the rectangle Therefore, the first to third HFC columns have a strong axis direction (a direction perpendicular to the flange surface) and a weak axis direction (a direction parallel to the flange surface) depending on the direction in which the force is applied. However, the difference in strength depending on the direction can be compensated, and a rectangular middle-to-high-rise building having a long plan view can have a desired yield strength at a low cost.
(5) The first HFC beam is joined to the first HFC column and the second HFC column by the detachable joining means, the second HFC beam is joined to the first to third HFC pillars by the detachable joining means, and the third HFC beam is detachable. Since it is joined to the seismic wall or seismic brace wall frame and the 1st or 2nd HFC column by a simple joining means, the workability is improved when building, and dismantling becomes easy when dismantling, after dismantling Can reuse HFC pillars, HFC beams, etc., and can reuse resources (recycle), reduce waste and energy.
(C) The middle- and high-rise building of claim 3 has the following effect (6) in addition to the effects (1) to (4).
(6) The first HFC beam is joined to the first HFC column and the second HFC column by the detachable joining means, the second beam steel frame is joined to the first to third HFC columns by the detachable joining means, and the third beam steel frame is joined. Since it is joined to the seismic wall or seismic brace wall frame and the 1st or 2nd HFC column by a detachable joining means, the workability is improved during construction, and dismantling is easy during dismantling. After that, it is possible to reuse HFC pillars, HFC beams, etc., and it becomes possible to reuse resources (recycle) and reduce waste and energy.
[0042]
(D) The middle and high-rise building according to claim 4 has the following effect (7) in addition to the effects (1) to (4).
(7) When the third HFC column is not provided between the first HFC column at a desired position of the desired layer and the second HFC column facing the first HFC column, the first HFC column above the layer corresponding to the location Instead of the 2HFC beam or the 2nd beam steel frame, a long 4th HFC beam is arranged between the 1st HFC column and the 2nd HFC column above the layer corresponding to the location, and the 4th HFC beam is attached by a detachable joining means. Joined to the beam mounting part of the 1st HFC column and the 2nd HFC column, multiple tension members are embedded in the concrete layer of the 4th HFC beam so as to extend in the longitudinal direction of the beam so as not to adhere to the concrete. The third HFC column is located in the center of the room space in response to changes in residents' needs and changes in the social environment. Omit, wide The chamber space may be easily obtained.
(E) In addition to the effects (1) to (4) and (7) described above, the middle and high-rise building according to claim 5 has the following effect (8).
(8) A plurality of tendons are embedded in the concrete layer of the fourth HFC beam so as to extend in the longitudinal direction of the beam so as not to adhere to the concrete, and the portions from both ends of each tendon are the first HFC column and It passes through the insertion hole of the 2nd HFC column and comes out to the outside of each HFC column, a tensile force is introduced to each tension material, and the introduced tensile force is held by a fixing tool arranged on the outside of each HFC column. Since it contributes to the crimping of the end of the fourth HFC beam and the beam mounting portion of each HFC column, a part of the tension material for crimping and joining the end of the fourth HFC beam to each HFC column or You can save everything.
[0043]
(F) The middle- and high-rise building of claim 6 has the following effect (9) in addition to the effects (1) to (4).
(9) The second or third HFC beam or the beam mounting portion of the first HFC column and the second HFC column for mounting the second or third beam steel frame is second from the beam mounting portion of the first HFC column and the second HFC column for mounting the first HFC beam. Alternatively, since the third HFC beam or the second or third beam steel frame is positioned upward by the same dimension as that of the second or third beam steel frame, the second or third HFC beam or the second or third beam steel frame is connected to the first and second HFCs. Even if the through holes are drilled in the column steel frames or concrete layers of the first and second HFC columns in order to join the columns, the strength of the first and second HFC columns can be increased without concentrating the drill holes. The decrease can be suppressed.
(G) The building of the invention of claim 7 has the following effect (10) in addition to the effects (1) to (4).
(10) As a first HFC column, a second HFC column and a second HFC column, a large number of headed studs are provided at intervals across the entire area on both sides of the web on a steel frame of H-section steel with a small difference in composition and width. A column steel frame in which a deformed steel bar is disposed on the inner side surface of the flange or the upper and lower flanges of the column steel frame or on the inner side surface of the flange. Concrete is filled in the space surrounded by the inner surface of both flanges of the column steel, both surfaces of the web, the plane including the widthwise end surface of the column steel flange, and the plane including the longitudinal end surface of the column steel frame. Since the HFC column composed of the concrete layer attached to the column steel frame is used, the strength, rigidity and fire resistance performance of the column can be improved without increasing the column occupation space. In addition, the column steel frame and the concrete layer can be completely integrated by a large number of headed studs standing on both sides of the column steel web or the deformed bar steel fixed to the inner surface of the flange.
[0044]
(H) In addition to the effects (1) to (4), the middle and high-rise building according to the eighth aspect has the following effect (11).
(11) As a first HFC beam, a steel frame of H-shaped steel with a wide flange width is provided with a plurality of head studs standing at intervals over the entire area on both sides of the web, and A beam steel frame that is fixed to the inner surface of the flange with a deformed steel bar extending over the entire length of the flange on the inner surface of the upper and lower flanges. Consists of both surfaces, a plane including the end face in the width direction of the flange of the beam steel frame, and a concrete layer filled with concrete in a space surrounded by the plane including the end face in the longitudinal direction of the beam steel and adhered to the beam steel frame Therefore, the strength, rigidity and fire resistance of the beam can be increased without increasing the space occupied by the beam. In addition, the beam steel frame and the concrete layer can be completely integrated by a large number of headed studs standing on both sides of the beam steel web or the deformed steel bar fixed to the inner surface of the flange.
(L) The middle- and high-rise building according to claim 9 has the following effect (12) in addition to the effects (1) to (4) and (11).
(12) As the second HFC beam and the third HFC beam, a steel frame of the H-shaped steel having a wide flange width is provided with a plurality of headed studs standing at intervals over the entire area on both sides of the web. A steel beam with a deformed steel bar fixed on the inner surface of the flange on the inner surface of the upper and lower flanges of the steel frame and extending over almost the entire length of the flange. In a space surrounded by side surfaces, both surfaces of the web, a plane parallel to the plane including the widthwise end face of the flange of the beam steel frame and a little closer to the web side from the end face, and a plane including the longitudinal end face of the beam steel frame HFC beams composed of concrete layers filled with concrete and adhered to the beam steel frame are used. Even with HFC beams, the end of the precast concrete floorboard placed between the beams is H It can be directly supported on the upper surface of the flange on the lower side of the steel beam of the C beam, or can be supported via a spacing member mounted on the upper surface, the floor plate can be easily supported, and the slab on the floor plate can be supported. The forming operation becomes easy.
[0045]
(Nu) The method of claim 10 is a method for forming a floor slab of a building in which a plurality of HFC beams are arranged in parallel and horizontally, and ends of each HFC beam are joined to a plurality of columns. The beam is composed of an H-shaped steel column steel frame and a concrete layer attached to the column steel frame between the flanges, and the surface of the concrete layer is a web surface in which the inner surface of the end portion in the width direction of each flange is exposed. Pre-cast concrete floorboards are arranged between the HFC beams and the HFC beams, and both ends of the floorboards are connected to the widthwise ends of the lower flanges of the HFC beam steel frames. Directly supported on the upper surface of the inner surface, or supported via a spacing member placed on the upper surface, a slab reinforcing bar is arranged on the upper side of the floor board, the slab reinforcing bar is fixed to the beam steel frame, and the floor board and the HFC beam Place concrete on the top and floor In addition to forming a rub and filling the gap between the end face of the floorboard and the surface of the concrete layer of the HFC beam with concrete, the movement of the floorboard to the HFC beam is completely prevented, and the HFC beam is under the ceiling (floorboard) It is possible to provide a very comfortable living space in which the amount of protrusion to the side is reduced and the beam shape does not appear in the room or only a little. When the HFC beam is formed to the thickness of the slab, the room space that can be freely used can be expanded without increasing the cost.
[0046]
(L) The method of claim 11 is the formation of a floor slab of a building in which a plurality of H-shaped steel beam steel frames are arranged in parallel and horizontally, and the ends of each beam steel frame are joined to a plurality of columns. In the method, a floor plate made of precast concrete is arranged between the beam steel frame and the beam steel frame, and both ends of the floor plate are directly supported by the upper surface of the flange on the lower side of the beam steel frame or mounted on the upper surface. The slab reinforcement is placed on the upper side of the floor plate, the slab reinforcement is fixed to the upper flange of the beam steel, and the gap between the end of the floor plate and the beam steel is filled with concrete to support the HFC beam. Since the floor slab is formed by placing concrete on the upper side of the beam steel frame and the upper side of the floor plate, the movement of the floor plate relative to the beam steel frame is completely prevented, and the amount of the beam steel frame protruding below the slab Less beam shape in the room It is possible to provide a very comfortable living space that is not out only. In addition, since the gap between the end of the floor plate between the flanges of the beam steel frame and the beam steel frame is filled with concrete when the concrete is placed, the beam steel frame can be easily made into an HFC beam.
(V) The method of claim 12 can not only achieve the effect of the method of claim 11, but also, as a beam steel frame, a plurality of headed studs are spaced over substantially the entire area on both sides of the H-shaped steel web. A beam steel frame in which a deformed steel bar that is arranged extending over substantially the entire length in the longitudinal direction of the flange is fixed to the inner surface of the upper and lower flanges of the H-shaped steel. It is possible to completely integrate the beam steel frame and the concrete layer that fills the gaps on both sides of the web with a large number of headed studs standing on both sides of the web or the deformed steel bar fixed to the inner surface of the flange. it can.
[Brief description of the drawings]
FIG. 1 is a plan view of a main part of a building according to a first embodiment taken along line BB in FIG.
FIG. 2 is a side view of the building shown in FIG. 1 taken along line AA.
FIG. 3 is a front view of the main part of the HFC pillar of the building of Example 1.
4 is a plan view of the HFC column shown in FIG. 3 taken along the line CC.
FIG. 5 is a front view of the main part of the HFC beam of the building of Example 1.
6 is a side view of the HFC beam shown in FIG. 5 taken along the line DD.
7 is a side view of another HFC beam of the building of Example 1 taken along the line DD in FIG.
8 is a side view of the other HFC beam of the building of Example 1 taken along the same line as the line DD in FIG. 5. FIG.
FIG. 9 is a cross-sectional view showing a method of forming a slab for a building according to the first embodiment.
10 is a side view of the main part of the slab shown in FIG. 9 taken along the line EE.
FIG. 11 is a front view of the main part of the seismic wall of the building of Example 1.
12 is a plan view of the earthquake resistant wall shown in FIG. 10 taken along the line FF.
13 is a plan view in which the bolt joint portion between the HFC columns of Example 1 is sectioned along the line HH in FIG. 12;
14 is a front view of the bolt joint shown in FIG. 13 taken along line GG.
15 is a plan view in which a bolt joint portion between an HFC column and an HFC beam according to the first embodiment is cut along a line KK in FIG. 16;
16 is a plan view of the bolt joint shown in FIG. 15 taken along the line JJ.
17 is a plan view in which a bolt joint portion between the HFC column of Example 1 and another HFC beam is sectioned along the line MM in FIG. 18;
18 is a plan view of the bolt joint shown in FIG. 17 taken along the line LL.
FIG. 19 is a front view of a pressure welded portion between HFC columns according to the first embodiment.
20 is a side view of the press-contact joint shown in FIG.
FIG. 21 is a front view of a pressure-welded joint between an HFC column and an HFC beam in Example 1.
22 is a plan view of the press-contact joint shown in FIG. 21.
FIG. 23 is a front view of a pressure-welded joint between the HFC column of Example 1 and another HFC beam.
24 is a plan view of the press-contact joint shown in FIG.
25 is a plan view of an essential part of the building of Example 2 taken along the same line as line BB in FIG. 2;
FIG. 26 is a front view of an HFC beam used in the building of Example 2.
27 is a front view of the HFC beam shown in FIG. 26 taken along the line QQ.
FIG. 28 is a side view of the HFC beam of Example 2 as seen along the line P-P in FIG. 25 in a state in which the HFC beam is pressure-welded to the HFC column.
FIG. 29 is a plan view of the reference floor of the building according to the third embodiment.
30 is a front view of the building shown in FIG. 29 taken along the line RR.
31 is a cross-sectional view of a steel beam used in the building of Example 3. FIG.
FIG. 32 is a cross-sectional view showing a method of forming a slab for a building of Example 3;
FIG. 33 is a cross-sectional view showing a method of forming a slab for a building of Example 4;
FIG. 34 is a cross-sectional view showing another method for forming the slab of the building of Example 4;
FIG. 35 is a front view of a seismic brace wall frame used in the building of Example 5.
36 is a plan view of an essential part of the seismic brace wall frame shown in FIG. 35 taken along the line SS.
37 is an enlarged front view of an intermediate portion on the left side of the earthquake-resistant brace wall frame shown in FIG. 35.
38 is an enlarged front view of the middle portion on the right side of the earthquake-resistant brace wall frame shown in FIG. 35.
[Explanation of symbols]
1 pile
2 Substrate
3 Seismic isolation means
4 Lower housing
10A, 10B HFC pillar
11 pillar steel frame
11a Flange
11b Web
11a ₁ , ~ 11a ₃ , 11b ₁ , 11b ₂ Insertion hole
12 Concrete layer
12a Concrete layer from the edge
12a ₁ , 12a ₂ Insertion hole
12b Concrete layer of beam mounting part
12b ₁ ~ 12b ₄ Insertion hole
13 empty space
14 Beam support angle
20A-20D HFC beam
20E, 20F Steel beam
21 Beam steel frame
21a Flange
21b Web
22 Concrete layer
22a Concrete layer from the edge
22a ₁ ~ 22a ₃ Insertion hole
23 empty part
25A, 25B Joining angle
30 Seismic wall
30A Seismic brace wall frame
31 Lattice rebar
32 concrete
33 Beam receiving member
34 Floor plate receiving member
35 X-shaped brace
36 Longitudinal
37A, 37A Gusset board
38 Steel beam
40 concrete slabs
41, 41A Floor board
42 Lattice rebar
43 concrete
51 Balcony
52 Hallway
53, 54, 55 wall
Ad, Ad ₁ Fixing tool
Db deformed steel bar
Lb long bolt
H Nari
Mt mortar
Sd Stud with head
Sl spacing member
Sp plate
Td, Td ₁ Tension material
W Flange width

Claims

A foundation is built on the ground, a lower support base is built above the foundation, and seismic isolation means are arranged at a number of locations between the foundation and the lower support base. In a middle-to-high-rise building with a long plan view in which an upper multi-layered frame composed of a wall or a seismic brace wall frame, an HFC beam, a floor slab, etc. is constructed, a large number of first HFC columns are formed on the lower support base. A plurality of second HFC pillars are established at a certain interval along one long side, and a plurality of second HFC pillars are established at the same interval along the other long side of the rectangle. A seismic wall or seismic brace wall frame is established in parallel with the short side between the first HFC column and every second HFC column facing it. 1st HFC pillar and 2nd opposite to this A third HFC column is established near the middle of the FC column, and the first HFC beam arranged between the beam mounting portions of the first HFC column and the second HFC columns along the long side is the first HFC column or the first HFC column. The second HFC beam or the second beam steel frame, which is joined to the beam mounting portion of each 2HFC column and arranged between the beam mounting portion of each 1st HFC column and each 2nd HFC column and the beam mounting portion of the 3rd HFC column, is the 3rd HFC column. And a third HFC beam, which is joined to the beam mounting portion of the first HFC column or the second HFC column and disposed between the beam mounting portion of the first HFC column and the second HFC column and the beam mounting portion of the earthquake-resistant wall or the earthquake-resistant brace wall frame, or The third beam steel frame is joined to the seismic wall or seismic brace wall frame and the beam mounting portion of the first HFC column or the second HFC column, between the second HFC beam or the second beam steel frame and the third HFC beam or the third beam steel frame; and 2nd HFC beam or 2nd steel frame and seismic wall or Precast floorboards are arranged between the seismic brace wall frame and the end of each floorboard is below the second HFC beam steel beam, the third HFC beam steel beam, the second beam steel frame, or the third beam steel frame. It is directly supported by the upper surface of the side flange or the support surface of the floor plate receiving portion of the seismic wall or seismic brace wall frame, or is supported via a spacing member placed on the upper surface or the support surface, and each floor plate or each A mid-to-high-rise building using HFC columns, HFC beams, etc., characterized in that a floor slab is formed by a floor forming material provided on a floor board.

A foundation is built on the ground, a lower support base is built above the foundation, and seismic isolation means are arranged at a number of locations between the foundation and the lower support base. In a medium-to-high-rise building with a long plan view in which an upper multi-layered frame composed of a wall or a seismic brace wall frame, an HFC beam, a floor slab, etc. is constructed, a number of first HFC columns are arranged on one side of the rectangle on the lower support base. The first HFC pillars are established at regular intervals along the long sides of the first and second HFC pillars, and the second HFC pillars are established at the same intervals along the other long side, and are located at both ends of the long sides. A seismic wall or seismic brace wall frame is established along the short side of the rectangle in the middle of the second HFC column, and every one to several rows of the first HFC columns other than both ends of the long side. The first HFC pillar of the opposite A seismic wall or seismic brace wall frame is established in the middle of the 2HFC column, and a third HFC column is established between the other 1st HFC column and the 2nd HFC column, in which no seismic wall or seismic brace frame is established. Each HFC column is arranged such that the flange surface of the column steel of the column and the second HFC column is parallel to the short side of the rectangle, and the flange surface of the column steel of the third HFC column is parallel to the long side of the rectangle, The first HFC beam disposed between the first HFC column and the second HFC column beam mounting portion along the long side is joined to the beam mounting portion of the first HFC column and the second HFC column by a detachable joining means, The beam mounting of the third HFC column and the first HFC column or the second HFC column by means of a detachable connecting means between the beam mounting portion of the 1HFC column or the second HFC column and the beam mounting portion of the third HFC column. And the third HFC beam arranged between the beam mounting portion of the first HFC column or the second HFC column and the beam mounting portion of the earthquake-resistant wall or the earthquake-resistant brace frame is attached to the earthquake-resistant wall or the earthquake-resistant brace frame and The floor plate precast is joined to the beam mounting portion of the first HFC column or the second HFC column, and between the second HFC beam and the third HFC beam, or between the second HFC beam and the seismic wall or seismic brace wall frame, Both ends of the floor plate are directly supported by the upper surface of the portion in the width direction of the lower flange of the second HFC beam and the third HFC beam, or the support surface of the floor plate receiving portion of the earthquake-resistant wall or earthquake-resistant brace wall frame Or a floor slab is formed by a floor forming material provided on each floor plate or each floor plate, supported by a spacing member placed on the upper surface or the support surface. Middle and high-rise buildings using FC pillars and HFC beams.

A foundation is built on the ground, a lower support base is built above the foundation, and seismic isolation means are arranged at a number of locations between the foundation and the lower support base. In a medium to high-rise building with a long plan view in which an upper multi-layered frame composed of a wall or a seismic brace wall frame, an HFC beam, a floor slab, etc. is constructed, a number of first HFC columns extend along one long side of the rectangle. Established at regular intervals, a number of second HFC pillars are established at the same distance along the other long side, and one to several of the rows of the number of first HFC pillars on each long side A seismic wall or seismic brace wall frame is established between the first HFC column and the second HFC column opposite to it, and the other first HFC column and second HFC column where no seismic wall or seismic brace wall frame is established. 3rd HF in the middle Columns are established so that the flange surfaces of the column steel frames of the first HFC column and the second HFC column are parallel to the short side of the rectangle, and the flange surfaces of the column steel frames of the third HFC column are parallel to the long side of the rectangle Each HFC column is disposed, and the first HFC column and the second HFC column beam are connected by a detachable connecting means between the first HFC column and the second HFC column beam mounting portion along the long side. The 3rd HFC column and the 1st HFC column are joined to the mounting portion, and the 2nd beam steel frame arranged between the beam mounting portion of the 1st HFC column and the 2nd HFC column and the beam mounting portion of the 3rd HFC column is detachable. Alternatively, the third beam steel frame joined to the beam mounting portion of the second HFC column and arranged between the beam mounting portion of the first HFC column and the second HFC column and the beam mounting portion of the earthquake resistant wall or the earthquake resistant brace wall frame is detachable. A seismic wall or seismic wall Between the second beam steel frame and the third beam steel frame, and between the second beam steel frame and the seismic wall or seismic brace wall frame. Each of the precast floorboards is arranged, and both ends of each floorboard are directly on the upper surface of the lower flange of the second beam steel frame and the third beam steel frame or on the support surface of the floor plate receiving portion of the earthquake resistant wall or the earthquake resistant brace wall frame The floor slab is formed of a floor forming material provided on each floor board or each floor board, supported or supported via a spacing member placed on the upper surface or the support surface. Middle and high-rise buildings using HFC columns and beams.

In a case where the third HFC column is not provided between the first HFC column at a desired position of the desired layer and the second HFC column facing the first HFC column, the second HFC beam disposed above the layer corresponding to the location Alternatively, in place of the second beam steel frame, a long fourth HFC beam is disposed between the first HFC column and the second HFC column on the upper side of the layer corresponding to the location, and the first HFC is connected by a detachable joining means. Joined to the column and the second HFC column, multiple tension members are embedded in the concrete layer of the fourth HFC beam so as to extend in the longitudinal direction of the beam so as not to adhere to the concrete, and tensile force is introduced to each tension member The middle and high-rise building using an HFC column, an HFC beam, or the like according to any one of claims 1 to 3, wherein the state is maintained and prestress is applied to the fourth HFC beam.

In the case where the fourth HFC beam is pressure-bonded to the first HFC column and the second HFC column, a plurality of tension members are embedded in the concrete layer of the fourth HFC beam so as to extend in the longitudinal direction of the beam so as not to adhere to the concrete. The portions from both ends of each tendon are passed through the insertion holes of the first HFC column and the second HFC column and are put out of the respective HFC columns, and a tensile force is introduced into each tendon. 5. It is held by a fixing tool arranged outside each HFC column, and contributes to pressure bonding between the end of the fourth HFC beam and the beam mounting portion of each HFC column. Middle and high-rise buildings using the described HFC pillars, HFC beams, etc.

The second and third HFC beams or the beam mounting portions of the first and second HFC columns to which the second and third beam steel frames are attached are second and third HFCs than the beam mounting portions of the first and second HFC columns to which the first HFC beam is mounted. The middle or high-rise building using an HFC column, HFC beam, or the like according to any one of claims 1 to 3, wherein the beam or the second and third beam steel frames are positioned at substantially the same size as above. object.

Columns in which a large number of headed studs are erected on the steel frame of H-shaped steel with a small difference between the width and the width of the first HFC column, the second HFC column, and the second HFC column over almost the entire region on both sides of the web. A column steel frame in which a deformed steel bar is disposed on the inner surface of the upper or lower flange of the steel frame or the H-shaped steel and is extended over the entire length in the longitudinal direction of the flange. Concrete is filled into the space surrounded by the inner surface of both flanges, the surfaces on both sides of the web, the plane including the widthwise end surface of the column steel flange, and the plane including the longitudinal end surface of the column steel frame. The medium-to-high-rise building using the HFC column, the HFC beam, or the like according to any one of claims 1 to 4, wherein an HFC column composed of an adhered concrete layer is used.

As the first HFC beam, a steel beam of H-shaped steel having a wide flange and a plurality of headed studs standing on both sides of the web at intervals, or above and below the steel frame of the H-shaped steel. Beam steel frame with deformed steel bar fixed on the inner surface of the flange, and the inner surface of both flanges of the beam steel, the surfaces on both sides of the web The HFC is composed of a plane including the end face in the width direction of the flange of the beam steel frame, and a concrete layer filled with concrete in a space surrounded by the plane including the end face in the longitudinal direction of the beam steel and adhered to the beam steel frame. A medium-to-high-rise building using an HFC column, HFC beam or the like according to any one of claims 1 to 4, wherein a beam is used.

As the second HFC beam and the third HFC beam, a steel frame of H-shaped steel having a wide flange and a plurality of headed studs are provided upright across the entire area of both sides of the web, and the beam steel frame or the H-shaped steel beam is formed. A beam steel frame in which deformed steel bars arranged on the inner surface of the upper and lower flanges of the steel frame and extending over substantially the entire length of the flange are fixed to the inner surface of the flange, and the inner surfaces of both flanges of the beam steel, Concrete is placed in the space surrounded by the surfaces on both sides of the web, the plane parallel to the plane including the end face in the width direction of the flange of the beam steel frame and a little closer to the web side from the end face, and the plane including the end face in the longitudinal direction of the beam steel frame. The HFC column, the HFC beam, etc. according to any one of claims 1 to 4, wherein the HFC beam is composed of a concrete layer filled and adhered to the beam steel frame. Layer buildings.

In a method of forming a floor slab of a building in which a plurality of HFC beams are arranged in parallel and horizontally and the ends of each HFC beam are joined to a plurality of columns, each HFC beam is an H-shaped steel column steel frame and its It is composed of a concrete layer that is only between the flanges and adhered to the column steel frame, and the surface of the concrete layer is a surface substantially parallel to the web surface that exposes the inner surface of the end portion in the width direction of each flange, Multiple floors made of precast concrete are placed between the HFC beams, and both ends of each floor plate are directly supported by the upper surface of the end in the width direction of the lower flange of the HFC beam steel frame. Or supported via a spacing member placed on the upper surface, slab reinforcing bars are arranged on the upper side of each floor board, the slab reinforcing bars are fixed to the beam steel frame of the HFC beam, and concrete is applied to the upper side of the floor board and the HFC beam. Casting to form a floor slab Both the method of forming the floor slab, characterized by satisfying the gap between the surface of the concrete layer of the end face and HFC beams floor concrete.

In a method for forming a floor slab of a building in which a plurality of H-shaped steel beam steel frames are arranged in parallel and horizontally, and the ends of each beam steel frame are joined to a plurality of columns, A plurality of floors made of precast concrete are arranged on both sides, and both ends of each floor plate are directly supported on the upper surface of the flange on the lower side of the beam steel frame, or supported through a spacing member mounted on the upper surface. The slab rebar is placed on the upper side of each floor plate, the slab rebar is fixed to the beam steel frame, the gap between the end of the floor plate and the beam steel frame is filled with concrete, and each beam steel frame is made into an HFC beam. A method for forming a floor slab, wherein concrete is placed on the upper side of a beam steel frame and a floor board to form a floor slab.

The longitudinal direction of the flange on the inner surface of the upper and lower flanges of the beam steel or H-shaped steel in which a large number of headed studs are erected at almost intervals over almost the entire area of both sides of the H-shaped steel web A method for forming a floor slab according to claim 10 or 11, wherein a beam steel frame is used in which a deformed steel bar extending over substantially the entire area is fixed to the inner surface of the flange.