JP3755117B2 - Construction method of multi-layer structure with multiple super beams - Google Patents

Construction method of multi-layer structure with multiple super beams Download PDF

Info

Publication number
JP3755117B2
JP3755117B2 JP33491096A JP33491096A JP3755117B2 JP 3755117 B2 JP3755117 B2 JP 3755117B2 JP 33491096 A JP33491096 A JP 33491096A JP 33491096 A JP33491096 A JP 33491096A JP 3755117 B2 JP3755117 B2 JP 3755117B2
Authority
JP
Japan
Prior art keywords
floor
super
layer
column
super beam
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
JP33491096A
Other languages
Japanese (ja)
Other versions
JPH10159344A (en
Inventor
野村　　篤
智士 森本
伸 小西
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Takenaka Corp
Original Assignee
Takenaka Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Takenaka Corp filed Critical Takenaka Corp
Priority to JP33491096A priority Critical patent/JP3755117B2/en
Publication of JPH10159344A publication Critical patent/JPH10159344A/en
Application granted granted Critical
Publication of JP3755117B2 publication Critical patent/JP3755117B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Images

Description

【０００１】
【発明の属する技術分野】
この発明は、多層構造物の建方工法、特に、第１及び第２スーパーコラム間に、上下方向に間隔をおいて複数層のスーパービームを架設し、該スーパービーム間に複数層の床を支持する床支躯体を架設する多層構造物の建方工法に関する。
【０００２】
【従来の技術】
複数階に相当する上下方向の吹き抜け空間のアトリウムを構造物の下層の中央部に形成した多層構造物がある。
従来の吹き抜けのアトリウムを備えた多層構造物の建方工法には、例えば、ベント（橋脚）架台を使う工法がある。このベント架台を使う工法は、吹き抜けのアトリウムを形成すべき箇所の空間の底部の複数の箇所に、前記空間の高さと略一致する高さを有するベント架台をそれぞれ設け、前記空間の上部を構成する複数層をベント架台で支持しながら、多層構造物を構築し、前記空間の上部の複数層の構造物のベント架台による支持が不要になった段階になってから、各ベント架台を取り払うものである。
また、重層式免震制振構造物の建方工法には、柱及び梁からなる複数層の大架構を構築し、大架構の各層の内部空間に、それぞれ複数層の床又は梁床からなる小架構群を、大架構の内部空間の周囲との間に隙間が形成されるように、大架構の前記梁から吊り下げた吊り材を介して懸吊支持し、前記小架構群の床又は梁床を吊り材の先端及び中間部に固定する建方工法（例えば、特公平５−２０７３号公報参照）がある。
【０００３】
【発明が解決しようとする課題】
上記の従来のベント架台を使う工法は、アトリウムとなる吹き抜けの空間の上側に多数層の構造体を構築する場合には、それを支持する各ベント架台に大きな荷重が作用するため、アトリウムを形成すべき箇所の空間の底部を補強したり、ベント架台を強化したりする必要があり、前記補強及び強化に多くの手間や費用がかかる欠点がある。また、ベント架台を設けておく期間が長くなり、前記空間の下部等の構造体の仕上工事等の着手が遅れる欠点がある。さらに、ベント架台を解体すると、建造中の建物が変形するため、ベント架台の解体後でないと、外装工事等ができない欠点もある。
前記の従来の重層式免震制振構造物の建方工法には、大架構の各梁にかかる荷重は、その梁から吊り下げた吊り材を介して懸吊支持する小架構群の数により決まるから、各梁にかかる荷重を均等化することは容易であるが、大きな荷重を吊り材のみで支持するため、高強度の吊り材を使ったり、吊り材の数を多くしたりする必要がある。また、複数層の床又は梁床からなる小架構群を、大架構の各層の内部空間の周囲の部分との間に隙間が形成されるように、大架構の各梁から吊り下げた吊り材を介して懸吊支持するため、小架構群の形状、配置が制約される欠点もある。さらに、小架構群の床又は梁床を吊り材の先端及び中間部に固定する作業には、多くの仮設の足場、架台等が必要であり、施工性の点でも劣っている。
この発明の解決しようとする課題は、上記のような従来技術の欠点を有しない多層構造物の建方工法を提供すること、換言すると、下層、中層及び上層スーパービームの負担荷重の均等化が容易で、仮設架台の設置部の補強が簡単で、仮設架台の設置期間が短く、仮設の足場、架台等の使用も通常の鉄骨造の多層構造物の建方と同程度で、多層構造物の建方中にその下部層から外装、仕上等の工事が可能で、施工性のよい多層構造物の建方工法を提供することにある。
【０００４】
【課題を解決するための手段】
この発明は前記課題を解決し得るものであり、この発明の３層のスーパービームを備えた多層構造物の建方工法は、間隔をおいて両側にそれぞれ建てられたスーパーコラムと、地表面から所定寸法上方の同じレベルに間隔をおいて配されてその両端がスーパーコラムに結合された少なくとも２つの下層スーパービームと、下層スーパービームから所定寸法上方の同じレベルに間隔をおいて配されてその両端がスーパーコラムに結合された少なくとも２つの中層スーパービームと、中層スーパービームから所定寸法上方の同じレベルに間隔をおいて配されてその両端がスーパーコラムに結合された少なくとも２つの上層スーパービームを含み、下層スーパービームと中層スーパービームとの間及び中層スーパービームと上層スーパービームとの間に配されてその両端がスーパーコラムに結合され、かつ複数の間柱を介して下層及び中層スーパービーム又は中層及び上層スーパービームに結合されている中間部の多数層の床支躯体を含み、下層、中層及び上層スーパービームが下弦材、上弦材、束柱、筋かい等を結合して構成されている多層構造物の建方工法において、両側のスーパーコラムを構築しながら、下層の同じレベルに間隔をおいて配する少なくとも２つの下層スーパービームを組み立てて、その両端をスーパーコラムに接合し、下層スーパービーム間に床を支持する床支躯体をその端を下層スーパービーム及びスーパーコラムに結合して少なくとも１層架設し、下層スーパービームの上側に下層スーパービームに結合されて建っている複数の間柱に梁を結合してなる床支躯体をその両端をスーパーコラムに結合して前記間柱の下方から上方へ順に間隔をおいて多数層架設し、下層スーパービームと中層スーパービームとの間を連結する各間柱を建てるときに、それらの中間の後記の切り離し個所に間柱の節の仮接合部が位置するようにして、前記仮接合部では下方の間柱の節の上端と上方の間柱の節の下端との間に隙間をあけて、下方の節の間柱の上側に上方の節の間柱を建てて下方の間柱の節の上部と上方の間柱の節の下部とを仮接合具を使って仮接合しておくようにし、下層スーパービームの上側に架設した多数層の床支躯体の最も上のものの上側に建っている間柱に結合して、中層の同じレベルに間隔をおいて配する少なくとも２つの中層スーパービームを架設し、中層スーパービームの両端をスーパーコラムに接合し、中層スーパービーム間に床を支持する床支躯体をその端を中層スーパービーム及びスーパーコラムに結合して少なくとも１層架設し、中層スーパービームの上側に中層スーパービームに結合されて建っている複数の間柱に梁を結合してなる床支躯体を前記間柱の下方から上方へ順に間隔をおいて多数層架設し、中層スーパービームと上層スーパービームとの間を連結する各間柱を建てるときに、それらの中間の後記の切り離し個所に間柱の節の仮接合部が位置するようにして、この仮接合部を下層スーパービームと中層スーパービームとの間を連結する間柱の中間の切り離し箇所の間柱の節の前記の仮接合部と同じにし、中層スーパービームの上側に架設した多数層の床支躯体の最も上のものの上側に建っている間柱に結合して、上層の同じレベルに間隔をおいて少なくとも２つの上層スーパービームを架設し、上層スーパービームの両端をスーパーコラムに接合し、上層スーパービーム間に床を支持する床支躯体をその端を上層スーパービーム及びスーパーコラムに結合して少なくとも１層架設し、中層スーパービームの架設又は中層スーパービームの上側への複数の間柱に結合しての床を支持する床支躯体の１層以上の架設と、少なくとも下層スーパービームと中層スーパービームとの中間の部分以下の各床支躯体上へのコンクリート床の形成とを条件として、下層スーパービームと中層スーパービームとを連結する各間柱の中間を前記仮接合部で切り離し、この間柱の切り離し部より上方の中層スーパービームに支持される床支躯体等の荷重の一部が下層スーパービームにかからないようにし、また、上層スーパービームの架設と、少なくとも中層スーパービームと上層スーパービームとの中間の部分以下の各床支躯体上へのコンクリート床の形成とを条件として、中層スーパービームと上層スーパービームとを連結する各間柱の中間を前記仮接合部で切り離し、この間柱の切り離し部より上方の上層スーパービームに支持される床支躯体等の荷重の一部が中層スーパービームにかからないようにし、少なくとも各床支躯体上へコンクリート床を設けることにより下層、中層及び上層スーパービームに所定の荷重がかかった状態にした後に、各間柱の切り離し部を本接合することを特徴とするものである。
【０００５】
この発明の好適な実施形態においては、下層の同じレベルに間隔をおいて配する少なくとも２つの下層スーパービームをスーパーコラム間の下部に仮設した複数の架台上において組み立てて、その両端をスーパーコラムに接合し、各下層スーパービームの下弦材間及び上弦材間に床を支持する床支躯体を前記下弦材又は上弦材及びスーパーコラムにその端を結合してそれぞれ架設し、下層スーパービームの上側に下層スーパービームに結合して建てられている複数の間柱に梁を結合してなる床支躯体をスーパーコラムにその端を結合して１層架設した後に、各架台を撤去し、それから、下層スーパービームの上方へ架設した前記１層の床支躯体の上側にこれと結合して樹立している複数の間柱に梁を結合してなる床支躯体を前記間柱の下方から上方へ順に間隔をおいて多数層架設するようにする。
【０００６】
この発明の好ましい実施形態においては、次の（１）〜（３）ようにする。
（１）架設時にむくりを付けて下層、中層及び上層スーパービームを形成して、下層スーパービームと中層スーパービームとを連結する間柱の中間を仮接合部で切り離した直後に、下層スーパービームのむくり量がマイナスの小さな値になり、中層スーパービームと上層スーパービームとを連結する間柱の中間を仮接合部で切り離した直後に、中層スーパービーム及び上層スーパービームのむくり量がマイナスの小さな値になるようにして、多層構造物の完成後になっても、各スーパービームの中途が略水平に維持できるようにする。
（２）同じレベルに間隔をおいて配する下層又は中層スーパービームと同じレベルに間隔をおいて配する少なくとも２つの中層又は上層スーパービームとを連結する複数の間柱の切り離すべき個所を仮接合具を使って仮接合しておき、仮接合具の部分で間柱の中間の切り離しを行うようにする。このようにすると、間柱の切り離し及び切り離し後の本接合（再接合）が容易になる。
（３）下層スーパービームに少なくとも下層スーパービームが分担する複数層の床支躯体及びこれらの上のコンクリート床を間柱を介して支持させ、かつ中層スーパービームに少なくとも中層スーパービームが分担する複数層の床支躯体及びこれらの上のコンクリート床を間柱を介して支持させた後に、下層スーパービームと中層スーパービームとを連結する複数の間柱の切り離し部の本接合（再接合）を行う。また、中層スーパービームに少なくとも中層スーパービームが分担する複数層の床支躯体及びこれらの上のコンクリート床を間柱を介して支持させ、かつ上層スーパービームに少なくとも上層スーパービームが分担する複数階の床支躯体及びこれらの上のコンクリート床を間柱を介して支持させた後に、中層スーパービームと上層スーパービームとを連結する複数の間柱の切り離し部の本接合（再接合）を行う。
【０００７】
【実施例】
実施例は、図１〜図１７に示され、この出願の発明を下層、中層及び上層のスーパービームを備えた地下２階で地上２０階の構造物の建方に適用した例である。 図１及び図２に示すように、構造物１０を建築すべき箇所の地中に間隔をおいて複数の基礎台柱Ｆｍ1及び基礎壁Ｆｍ2を形成し、基礎台柱Ｆｍ1、基礎壁Ｆｍ2等の間を基礎梁Ｆｍ3等で連結して、構造物１０の基礎Ｆｍを形成する。
基礎Ｆｍの左側部の上に、図１、図２、図６及び図７に示すように、１２本の鉄骨造の第１節の柱Ｃ1、梁Ｂ1〜Ｂ4等を建て込んで、左側の平面視が矩形の第１スーパーコラムＳＣ１の地下２階ＢＦ２、地下１階ＢＦ１及び地上１階Ｆ１の躯体を構築する。
基礎Ｆｍの右側部の上に、図１、図２、図６及び図７に示すように、１２本の鉄骨造の第１節の柱Ｃ1、梁Ｂ1〜Ｂ4等を建て込んで、右側の平面視が矩形の第２スーパーコラムＳＣ２の地下２階ＢＦ２、地下１階ＢＦ１及び地上１階Ｆ１の躯体を構築する。
基礎Ｆｍの中間部の上に、図１、図６及び図７に示すように、複数の鉄骨造の柱Ｃ、梁Ｂ5等を建て込んで、中間部３の地下２階ＢＦ２，地下１階ＢＦ１、地上１階Ｆ１の躯体３ａを構築し、この躯体３ａの上面で地上１階Ｆ１の床３ａ1を支持する。
そして、第１及び第２コラムＳＣ１，ＳＣ２の第１節の柱Ｃ1等からなる躯体は、その必要箇所の床や壁を、例えば、鉄筋コンクリト造等で構築して強化する。また、中間部３の地下２階ＢＦ２及び地下１階ＢＦ１の躯体３ａは、その必要箇所（特に、ベント架台４の設置部）の床や壁を、例えば、鉄筋コンクリト造等で構築して強化して、後述するベント架台４を介して中間部３の躯体３ａや床３ａ1に作用する下層スーパービームＳＢ１等の荷重に耐え得るようにする。
【０００８】
図１、図２及び図７に示すように、第１及び第２スーパーコラムＳＣ１，ＳＣ２の第１節の柱Ｃ1等からなる１階Ｆ１の躯体の上に、１２本の鉄骨造の第２節の柱Ｃ2、梁Ｂ1〜Ｂ4、筋かいＤｂ1，Ｄｂ2等を建て込んで、平面視が矩形の第１及び第２コラムＳＣ１，ＳＣ２の２階Ｆ２及び３階Ｆ２の躯体を構築する。
図３及び図８に示すように、中間部３の地上１階の床３ａ1の上側のアトリウムとなる吹き抜けの空間Ａｓの前側部、中央部及び後側部の床３ａ1上に、空間Ａｓの高さと略一致する高さを有する複数（例えば、前側部が２台、中央部が４台及び後側部が２台で合計８台）のベント架台４を仮設する。
各ベント架台４の仮設の前又は後或いは仮設と並行して、図１、図２及び図８に示すように、第１及び第２コラムＳＣ１，ＳＣ２の第２節の柱Ｃ2等からなる３階Ｆ３の躯体の上に、１２本の鉄骨造の第３節の柱Ｃ3、梁Ｂ1〜Ｂ4、筋かいＤｂ1，Ｄｂ2等を建て込んで、平面視が矩形の第１及び第２コラムＳＣ１，ＳＣ２の４階Ｆ４〜６階Ｆ６の躯体を構築する。
【０００９】
図１、図３及び図９に示すように、第１及び第２スーパーコラムＳＣ１，ＳＣ２の４階Ｆ４及び５階Ｆ５の内側の前側及び後側の第３節の柱Ｃ３間の各ベント架台４の上側において前側及び後側の２つの下層スーパービームＳＢ１を構築する。
下層スーパービームＳＢ１は、下弦材ＳＢａ、上弦材ＳＢｂ、束柱ＳＢｃ、筋かいＳＢｄ及び間柱５ａ等で構成される。
下層スーパービームＳＢ１の束柱ＳＢｃ、筋かいＳＢｄ、間柱５ａ等の１部ＳＢｃ１、ＳＢｄ１、５ａ１を上側に付けた下弦部材ＳＢａ１等を、第１及び第２コラムＳＣ１の４階Ｆ４の内側の前側及び後側の第３節の柱Ｃ３間の各ベント架台４上で組み立てて下弦材ＳＢａに形成し、それを各ベント架台４で支持しながら、その下弦材ＳＢａの両端を第１及び第２コラムＳＣ１，ＳＣ２の内側の前側及び後側の４階Ｆ４の第３節の柱Ｃ３に接合する。
前側及び後側の下層スーパービームＳＢ１の下弦材ＳＢａの上側の間柱５ａの１部５ａ１の上端に間柱５ａの他の部分５ａ２を建ててその下端を接合する。それから、間柱５ａと各コラムＳＣ１，ＳＣ２の５階Ｆ５の内側の前側及び後側の第３節の柱Ｃ３との間並びに間柱５ａ間に、束柱ＳＢｃ、筋かいＳＢｄ等の他の１部ＳＢｃ２、ＳＢｄ２を下側に付けた上弦部材ＳＢｂ１を配し、各上弦部材ＳＢｂ１の束柱ＳＢｃ、筋かいＳＢｄの他の１部ＳＢｃ２、ＳＢｄ２を、下弦部材ＳＢａ１の前記１部ＳＢｃ１、ＳＢｄ１と接合し、かつ上弦部材ＳＢｂ１の両端を間柱５ａ又は各コラムＳＣ１，ＳＣ２の内側の前側及び後側の第３節の柱Ｃ３に接合して，下弦材ＳＢａ、上弦材ＳＢｂ、束柱ＳＢｃ、筋かいＳＢｄ、間柱５ａ等からなる下層スーパービームＳＢ１を構築する。
なお、第１節の間柱５ａ、第２節の間柱５ｂ、第３節の間柱５ｃ、第４節の間柱５ｄ、第５節の間柱５ｅ及び第６節の間柱５ｆは、図１６に示されているように、接合される。
【００１０】
図３及び図９に示すように、中間部３の前側及び後側の下層スーパービームＳＢ１の下弦材ＳＢａ間に、中間部３の４階Ｆ４の床を支持する５本の短手方向梁３ｂ２を間隔をおいて配し（前側及び後側の対の間柱５ａ間に配する短手方向梁３ｂ２は中央部に仮設した対のベント架台４で支持する）、各短手方向梁３ｂ２の両端を下弦材ＳＢａの間柱５ａ又は束柱ＳＢｃの部分と接合し、前記短手方向梁３ｂ２間及び前記短手方向梁と各コラムＳＣ１，ＳＣ２の４階Ｆ４の内側の短手方向梁Ｂ３との間に４本の長手方向梁３ｂ３を間隔をおいて配し、各長手方向梁３ｂ３の両端をそれに対面する短手方向梁３ｂ２又は各コラムＳＣ１，ＳＣ２の４階Ｆ４の内側の第３節の柱Ｃ３或いはそれら間に接合した内側の短手方向梁Ｂ３と接合し、中間部３の４階Ｆ４の床を支持する床支躯体３ｂを構築する。
図３及び図９に示すように、中間部３の前側及び後側の下層スーパービームＳＢ１の上弦材ＳＢｂ間に、前述の中間部３の４階Ｆ４の床を支持する床支躯体３ｂの構築と同じやり方で、上弦材ＳＢｂと一体に中間部３の５階Ｆ５の床を支持する床支躯体３ｃを構築する。
下層スーパービームＳＢ１の成Ｈ１は、このビームＳＢ１の両端を接合する第１及び第２コラムＳＣ１，ＳＣ２の４階Ｆ４の階高寸法Ｈ２と同じにしてある。
架設時の下層スーパービームＳＢ１には、むくり（起り）が付けられ、下弦材ＳＢａ及び上弦材ＳＢｂの中央から同じ距離だけ離して配した間柱５ａの部分が、下弦材ＳＢａ及び上弦部材ＳＢｂの各コラムＳＣ１，ＳＣ２の４階Ｆ４及び５階Ｆ５の第３節の柱Ｃ３への接合部よりも、同じ寸法（例えば、１０〜５０ｍｍ）だけ高くなっている。
【００１１】
図４及び図１０に示すように、前側及び後側の下層スーパービームＳＢ１の上弦材ＳＢｂの上側の間柱５ａと各コラムＳＣ１，ＳＣ２の内側の前側及び後側の６階Ｆ６の第３節の柱Ｃ3との間並びに間柱５ａ間に，中間部３の６階Ｆ６の床等を支持する外側梁３ｂ1を配し、各外側梁３ｂ1の両端を間柱５ａ又は各コラムＳＣ１，ＳＣ２の内側の前側及び後側の６階Ｆ６の第３節の柱Ｃ3と接合する。
そして、図４に示すように、前側及び後側の外側梁３ｂ1の中央部間及び前側及び後側の対の間柱５ａ間に短手方向梁３ｂ2をそれぞれ配し、各短手方向梁３ｂ2の両端を前側及び後側の外側梁３ｂ1又は間柱５ａと接合し、前記短手方向梁３ｂ2間及び各コラムＳＣ１，ＳＣ２の６階Ｆ６の内側の短手方向梁Ｂ3との間に４本の長手方向梁３ｂ3を間隔をおいて配し、各長手方向梁３ｂ3の両端をそれに対面する短手方向梁３ｂ2又は各コラムＳＣ１，ＳＣ２の６階Ｆ６の内側の第３節の柱Ｃ3或いはこれに接合した短手方向梁Ｂ3に接合して、中間部３の６階Ｆ６の床を支持する床支躯体３ｄを構築する。
その後、各ベント架台４の上端に配置したジャッキをジャッキダウンさせて、各ベント架台４を解体して撤去する。
第１及び第２コラムＳＣ１，ＳＣ２の第３節の柱Ｃ3等からなる躯体の建方工事、下層スーパービームＳＢ１及びこれに取り付く４階Ｆ４及び５階Ｆ５の床支躯体３ｂ，３ｃの建方工事及び中間部３の６階Ｆ６の床を支持する床支躯体３ｄの建方工事の工事中或いは工事終了後に、第１及び第２のコラムＳＣ１，ＳＣ２の２階Ｆ２及び３階Ｆ３のコンクリート床を形成する。
なお、コンクリート床の形成は、例えば、床を支持する梁等からなる床支躯体の上側に敷設した波型鉄板上へコンクリートを打設して行なう。
【００１２】
図１１に示すように、第１及び第２スーパーコラムＳＣ１，ＳＣ２の第３節の柱Ｃ3等からなる６階の躯体の上に、１２本の鉄骨造の第４節の柱Ｃ4、梁Ｂ1〜Ｂ4、筋かいＤｂ1，Ｄｂ2等を建て込んで、平面視が矩形の第１及び第２コラムＳＣ１，ＳＣ２の７階Ｆ７〜９階Ｆ９の躯体を構築する。
第１及び第２コラムＳＣ１，ＳＣ２の第４節の柱Ｃ4等からなる７階Ｆ７〜９階Ｆ９の躯体の建方工事の工事中又は工事終了後に、第１及び第２コラムＳＣ１，ＳＣ２の４階Ｆ４〜６階Ｆ６の床コンクリートの形成を行なう。
第１及び第２コラムＳＣ１，ＳＣ２の第４節の柱Ｃ4等からなる７階Ｆ７〜９階Ｆ９の躯体間の中間部３の６階Ｆ６の床支躯体３ｄの上側に、前記間柱５ａに対応させて間柱５ｂを建て、この間柱５ｂの下端を間柱５ａの上端と接合する。そして、床支躯体３ｄの構築と同じやり方で、中間部３の７階Ｆ７〜９階Ｆ９の床を支持する床支躯体３ｅ〜３ｇを構築する。
【００１３】
図１２に示すように、第１及び第２スーパーコラムＳＣ１，ＳＣ２の第４節の柱Ｃ4等からなる９階Ｆ９の上側に、１２本の鉄骨造の第５節の柱Ｃ5、梁Ｂ1〜Ｂ4、筋かいＤｂ1，Ｄｂ2等を建て込んで、平面視が矩形の第１及び第２コラムＳＣ１，ＳＣ２の１０階Ｆ１０〜１２階Ｆ１２の躯体を構築する。
中間部３の７階Ｆ７〜９階Ｆ９の床を支持する床支躯体３ｅ〜３ｇの建方工事の終了後に、中間部３の４階Ｆ４及び５階Ｆ５の床支躯体３ｂ，３ｃ上へのコンクリート床の形成を行なう。
中間部３の床支躯体上３ｂ，３ｃへのコンクリート床の形成が完了したら、必要に応じて、これらのコンクリート床上へ、中間部３の４階Ｆ４及び５階Ｆ５の躯体に取り付ける外装材、仕上材、諸設備等を揚重し、これらの階Ｆ４，Ｆ５の躯体に構造物の完成時と略等しい荷重をかけるようにする。なお、以下の中間部３の床支躯体上３ｄ〜３ｓ上へのコンクリート床の形成工事後も上記と同じである。
第１及び第２コラムＳＣ１，ＳＣ２の第５節の柱Ｃ5等からなる１０階Ｆ１０〜１２階Ｆ１２の躯体の建方工事の終了後に、第１及び第２コラムＳＣ１，ＳＣ２の７階Ｆ７〜９階Ｆ９の躯体へのコンクリート床の形成を行なう。
第１及び第２コラムＳＣ１，ＳＣ２の第５節の柱Ｃ5等からなる１０階Ｆ１０〜１２階Ｆ１２の躯体間の中間部３の９階Ｆ９の床支躯体３ｇの上側に、図１３に示すように、各間柱５ｂに対応させて間柱５ｃを建て、各間柱５ｃの下端を各間柱５ｂの上端に仮接合する。間柱５ｂと間柱５ｃとの仮接合は、例えば、図５に示す仮接合具６を使って行なう。
【００１４】
仮接合具６，７は、図５に示すように、互いに仮接合する一方の間柱５ｂ，５ｄの端よりの部分に放射状に溶接等により固着した多数のボルト孔のある鋼板製の接合片６ａ１，７ａ１と、互いに仮接合する他方の間柱５ｃ，５ｅの端よりの部分の周囲の前記接合片６ａ１，７ａ１と対応する位置に放射状に溶接等により固着した多数のボルト孔のある鋼板製の接合片６ａ２，７ａ２と、多数のボルト孔を穿った複数の鋼製の長矩形の接合板６ｂ，７ｂとで構成されている。
間柱５ｂの上側に間柱５ｃを配し、仮接合具６の間柱５ｂに溶接した接合片６ａ１のボルト孔と接合板６ｂの下側の半分の部分のボルト孔とを合わせて、それらのボルト孔にボルトを通し、接合片６ａ１に取り付けた接合板６ｂの上側の半分の部分のボルト孔と仮接合具６の間柱５ｃに溶接した接合片６ａ２のボルト孔とを合わせて、それらのボルト孔にボルトを通して、各ボルトのねじ部にナットをねじ込んで、間柱５ｂの上部に間柱５ｃの下部を仮接合する。
図５に示すように、仮接合部では、下方の間柱５ｂの上端と上方の間柱５ｃの下端との間に隙間があいていて、下方の間柱５ｂの上部に上方の間柱５ｃの下部が仮接合具６，７を介して確りと結合され、上方の間柱５ｃが下方の間柱５ｂの上側に建てられている。
【００１５】
図１３に示すように、中間部３の９階Ｆ９の床支躯体３ｇの上側に、１０階Ｆ１０及び１１階Ｆ１１の床を支持する床支躯体３ｈ，３ｉを構築する。その構築の仕方は、中間部３の６階Ｆ６の床支躯体３ｄの構築の仕方と同じである。
それから、中間部３の１１階Ｆ１１の床支躯体３ｉの上側の間柱５ｃと各コラムＳＣ１，ＳＣ２の１２階Ｆ１２の内側の前側及び後側の第５節の柱Ｃ５との間及び間柱５ｃ間に、中層スーパービームＳＢ２の束柱ＳＢｃ、筋かいＳＢｄの１部ＳＢｃ１，ＳＢｄ１等を上側に付けた下弦部材ＳＢａ１を配して、その下弦部材ＳＢａ１の両端を間柱５ｃ又は各コラムＳＣ１，ＳＣ２の内側の前側及び後側の１２階の第５節の柱Ｃ ５ と接合する。
前述の床支躯体３ｂの構築の仕方と同様のやり方で、中層スーパービームＳＢ２の下弦部材ＳＢａに１２階１２Ｆの床を支持する床支躯体３ｊを取り付ける。
中間部３の１０階Ｆ１０〜１２階Ｆ１２の床を支持する床支躯体３ｈ〜３ｊの架設工事の終了後に、中間部３の６階Ｆ６〜８階Ｆ８の床支躯体３ｄ〜３ｆ上へのコンクリート床の形成を行なう。
図１４に示すように、第１及び第２コラムＳＣ１，ＳＣ２の第５節の柱Ｃ５等からなる１２階Ｆ１２の躯体の上に、１２本の鉄骨造の第６節の柱Ｃ６、梁Ｂ１〜Ｂ４、筋かいＤｂ１，Ｄｂ２等を建て込んで、平面視が矩形の左側及び右側の各コラムＳＣ１，ＳＣ２の１３階Ｆ１３〜１５階Ｆ１５の躯体を構築する。
【００１６】
図１４に示すように、中間部３の１２階Ｆ１２の中層スーパービームＳＢ２の下弦材ＳＢａの上側に、各間柱５ｃに対応させて間柱５ｄを建て、間柱５ｄの下端を間柱５ｃの上端に接合する。
第１及び第２コラムＳＣ１，ＳＣ２の内側の前側及び後側の第６節の柱Ｃ６と間柱５ｄとの間及び間柱５ｄ間に、図９に示す下層スーパービームＳＢ１の構築の場合と同様に、束柱ＳＢｃ，筋かいＳＢｄ等の他の１部ＳＢｄ２，ＳＢｃ２が下側に付いた上弦部材ＳＢｂ１を配し、各上弦部材ＳＢｂ１の束柱ＳＢｃ、筋かいＳＢｄ等の他の１部ＳＢｃ２、ＳＢｄ２を前記下弦部材ＳＢａ１の束柱ＳＢｃ、筋かいＳＢｄ等の１部ＳＢｃ１、ＳＢｄ１と接合し、かつ各上弦部材ＳＢｂ１の両端を間柱５ｄ又は各コラムＳＣ１，ＳＣ２の内側の前側及び後側の１３階の第６節の柱Ｃ６と接合し、下弦材ＳＢａ、上弦材ＳＢｂ、束柱ＳＢｃ、筋かいＳＢｄ等からなる中層スーパービームＳＢ２を構築する。なお、中層スーパービームＳＢ２の構成は下層スーパービームＳＢ１の構成と同じにする。
前述の中間部３の５階の床を支持する床支躯体３ｃの構築の仕方と同じやり方で、中層スーパービームＳＢ２の上弦材ＳＢｂ間に１３階Ｆ１３の床を支持する床支躯体３ｋを取り付ける。
【００１７】
中層スーパービームＳＢ２の上弦材ＳＢｂの上側に、図１４に示すように、中間部３の１４階Ｆ１４及び１５階Ｆ１５の床を支持する床支躯体３ｌ，３ｍを構築する。その構築の仕方は、中間部３の６階Ｆ６の床支躯体３ｄの構築の仕方と同じである。
中間部３の１０階Ｆ１０〜１２階Ｆ１２の床を支持する床支躯体３ｈ〜３ｊの構築工事の終了後に、中間部３の６階Ｆ６〜８階Ｆ８の床支躯体３ｄ〜３ｆ上へのコンクリート床の形成を行なう。
また、第１及び第２スーパーコラムＳＣ１，ＳＣ２の第６節の柱Ｃ6等からなる１３階Ｆ１３〜１５階Ｆ１５の躯体の建方工事の終了後に、第１及び第２コラムＳＣ１，ＳＣ２の１０階Ｆ１０〜１２階Ｆ１２の躯体への床コンクリートの打設を行なう。
【００１８】
図１５に示すように、第１及び第２コラムＳＣ１，ＳＣ２の１５階Ｆ１５の第６節の柱Ｃ6の上に、１２本の鉄骨造の第７節の柱Ｃ7、梁Ｂ1〜Ｂ4、筋かいＤｂ1，Ｄｂ2等を建て込んで、平面視が矩形の第１及び第２コラムＳＣ１，ＳＣ２の１６階Ｆ１６〜１８階Ｆ１８の躯体を構築する。
第１及び第２コラムＳＣ１，ＳＣ２の１６階Ｆ１６〜１８階Ｆ１８の躯体間の中央部３に各間柱５ｄに対応させて間柱５ｅを建て、間柱５ｅの下端を図５に示す仮接合具７を使ってを間柱５ｄの上端に仮接合する。この仮接合の仕方は前述の間柱５ｂと間柱５ｃとの接合の場合と同じである。
第１及び第２スーパーコラムＳＣ１，ＳＣ２の１６階Ｆ１６〜１８階Ｆ１８の躯体間の中間部３の１５階の床を支持する床支躯体３ｍの上側に、中間部３の１６階Ｆ１６〜１８階Ｆ１８の床を支持する床支躯体３ｎ〜３ｐを構築する。その構築のやり方は、前述の中間部３の６階の床支躯体３ｄの構築のやり方と同じである。
【００１９】
中間部３の１３階Ｆ１３〜１５階Ｆ１５の床を支持する床支躯体３ｋ〜３ｍの構築工事の終了後に、中間部３の９階Ｆ９〜１１階Ｆ１１の床支躯体３ｇ〜３ｉ上へのコンクリート床の形成を行なう。
その後、仮接合具６による間柱５ｂの上端と間柱５ｃの下端との仮接合を、その仮接合具６の接合板６ｂを外して、間柱５ｂと間柱５ｃとの仮接合を解き、間柱５ｂと間柱５ｃとの連結を解放する、すなわち、間柱５ｂと間柱５ｃとの仮接合部で切り離す。
そして、第１及び第２コラムＳＣ１，ＳＣ２の第７節の柱Ｃ７等からなる１６階Ｆ１６〜１８階Ｆ１８の躯体の建方工事の終了後に、第１及び第２コラムＳＣ１，ＳＣ２の１３階Ｆ１３〜１５階Ｆ１５の躯体へのコンクリート床の形成を行なう。
図１６に示すように、第１及び第２スーパーコラムＳＣ１，ＳＣ２の１８階Ｆ１８の第７節の柱Ｃ７の上に、１２本の鉄骨造の第８節の柱Ｃ８、梁Ｂ１〜Ｂ４、筋かいＤｂ１，Ｄｂ２等を建て込んで、平面視が矩形の第１及び第２コラムＳＣ１，ＳＣ２の地上１９階〜２１階の躯体を構築する。
第１及び第２コラムＳＣ１，ＳＣ２の１９階Ｆ１９〜２１階Ｆ２１の躯体間の中間部３に各間柱５ｅに対応させて間柱５ｆを建て、各間柱５ｆの下端を間柱５ｅの上端に接合する。
第１及び第２コラムＳＣ１，ＳＣ１の１９階Ｆ１９〜２１階Ｆ２１の躯体の間の中間部３の１８階Ｆ１８の床支躯体３ｐの上側に、中間部３の１９階Ｆ１９の床を支持する床支躯体３ｑを構築する。その構築の仕方は、中間部３の６階Ｆ６の床支躯体３ｄを構築の仕方と同じである。
【００２０】
中間部３の１９階Ｆ１９の床支躯体３ｑの上側の間柱５ｆと第１及び第２コラムＳＣ１，ＳＣ２の２０階Ｆ２０の内側の前側及び後側の第８節の柱Ｃ８との間及び間柱５ｆ間に、図９に示す下層スーパービームＳＢ１の構築の場合と同様に、上層スーパービームＳＢ３の下弦材ＳＢａを構成する束柱ＳＢｃ、筋かいＳＢｄ等の１部ＳＢｃ１、ＳＢｄ１が上側に付いた下弦部材ＳＢａ１を配し、下弦部材ＳＢａ１の両端を間柱５ｆ又は各コラムＳＣ１，ＳＣ２の内側の前側又は後側の２０階Ｆ２０の第８節の柱Ｃ８と接合し、かつ中間部３の４階Ｆ４の床を支持する床支躯体３ｂの構築の仕方と同様のやり方で、中間部３の２０階Ｆ２０の床を支持する床支躯体３ｒを構築する。
中間部３の１６階Ｆ１６〜１８階Ｆ１８の床を支持する床支躯体３ｎ〜３ｐの構築工事の終了後に、中間部３の１２階Ｆ１２〜１４階Ｆ１４の床支躯体３ｊ〜３ｌ上へのコンクリート床の形成を行なう。
また、第１及び第２コラムＳＣ１，ＳＣ２の第８節の柱Ｃ８等からなる１９階Ｆ１９〜２１階Ｆ２１の躯体の建方工事の終了後に、第１及び第２コラムＳＣ１，ＳＣ２の１６階Ｆ１６〜１８階Ｆ１８の建物躯体へのコンクリート床の形成を行なう。
【００２１】
中間部３の２０階Ｆ２０の床を支持する躯体３ｒの上側の間柱５ｆと各コラムＳＣ１，ＳＣ２の内側の前側及び後側の２１階の第８節の柱Ｃ８との間並びに間柱５ｆ間に、図９に示す下層スーパービームＳＢ１の構築の場合と同様に、束柱ＳＢｃ、筋かいＳＢｄ等の他の１部ＳＢｃ２，ＳＢｄ２が下側に付いた上弦部材ＳＢｂ１を配し、各上弦部材ＳＢｂ１の束柱ＳＢｃ、筋かいＳＢｄ等の他の１部ＳＢｃ２、ＳＢｄ２を前記上層スーパービームＳＢ３の下弦材ＳＢａの下弦部材ＳＢａ１の束柱ＳＢｃ、筋かいＳＢｄ等の１部ＳＢｃ１、ＳＢｄ１と接合し、かつ各上弦部材ＳＢｂ１の両端を間柱５ｆ又は前記２１階の第８節の柱Ｃ８と接合して、上弦材ＳＢｂを構成して、上層スーパービームＳＢ３を構築する。
上層スーパービームＳＢ２の上弦材ＳＢｂに、中間部３の屋上階（２１階）の床を支持する床支躯体３ｓを構築する。その構築の仕方は、中間部３の５階の床支躯体３ｃを構築の仕方と同じである。
中間部３の１９階Ｆ１９〜２１階Ｆ２１の床を支持する床支躯体３ｑ〜３ｓの建方工事の終了後に、中間部３の１５階Ｆ１５〜１７階Ｆ１７の床支躯体３ｍ〜３０上へのコンクリート床の形成を行なう。
その後、間柱５ｄの上端と間柱５ｅの下端との仮接合具７による仮接合を解き、間柱５ｄと間柱５ｅとの連結を解放する、すなわち、間柱５ｂと間柱５ｃとの仮接合部で切り離す。
また、第１及び第２コラムＳＣ１，ＳＣ２の１９階Ｆ１９〜２１階Ｆ２１の躯体へのコンクリート床の形成を行なう。
次に、中間部３の１８階Ｆ１９〜２０階Ｆ２０の床支躯体３ｐ〜３ｒ上へのコンクリートの形成を行う。その後、中間部３の屋上階（２１階）の床支躯体３ｓ上へのコンクリート床の形成を行なう。
【００２２】
構造物１０の中間部３の床支躯体３ｂ〜３ｇ等への外装材、仕上材等の取付は、例えば、仮接合具６による間柱５ｂと間柱５ｃとの連結部の切り離し（解放）後に順次行なう。また、構造物１０の中間部３の床支躯体３ｈ〜３ｓ上への外装材、仕上材等の取付は、例えば、仮接合具７による間柱５ｄと間柱５ｅとの連結部の切り離し（解放）後に順次行なう。
この実施例では、屋上（２１階）の床支躯体３ｓ上へのコンクリート床の形成を終えてから、間柱５ｂの上端と間柱５ｃの下端とを本接合し、かつ間柱５ｄの上端と間柱５ｅの下端とを本接合した。
しかし、下層スーパービームＳＢ１に中間部３の４階〜９階に床支躯体、コンクリート床、外装材、仕上材等を支持させ、かつ中層スーパービームＳＢ２に中間部３の１０階〜１５階の床支躯体、コンクリート床、外装材、仕上材等を支持させた後に、間柱５ｂの上端と間柱５ｃの下端とを本接合（再接合）し、上層スーパービームＳＢ３に中間部３の１６階〜２１階の床支躯体、コンクリート床及び外装材、仕上材等を支持させた後に、間柱５ｄの上端と間柱５ｅの下端とを本接合（再接合）させるようにしてもよい。
【００２３】
次に、構造物１０の中間部３の施工時期と下層、中層及び上層スーパービームＳＢ１〜ＳＢ３のレベル推移との関係を図１７を使って説明する。なお、下層、中層及び上層スーパービームＳＢ１〜ＳＢ３には、それらの架設時には所定量のむくりが付けてある。
（Ａ）下層スーパービームＳＢ１を架設しかつそれに中間部３の４階Ｆ４及び５階Ｆ５の床支躯体３ｂ，３ｃを構築した直後の施工時期が図１７の（ａ）の時期である。この時期の下層スーパービームＳＢ１のむくり量は最大である。
（Ｂ）下層スーパービームＳＢ１の上側に中間部３の６階Ｆ６の床支躯体３ｄを構築し、ベント架台４を撤去した直後の施工時期が図１７の（ｂ）の時期である。ベント架台４の撤去により下段スーパービームＳＢ１及び床支躯体３ｂ〜３ｄの重量の一部が下層スーパービームＳＢ１にかかるから、この時期の下層スーパービームＳＢ１のむくり量は最大より少々小さくなる。
（Ｃ）下層スーパービームＳＢ１の上側の中間部３に床支躯体３ｅ〜３ｇを構築した直後の施工時期が図１７の（ｃ）の時期である。この時期の下層スーパービームＳＢ１のむくり量は、０に近いプラスの小さい値になる。
【００２４】
（Ｄ）下層スーパービームＳＢ１に架設した４階Ｆ４及び５階Ｆ５の床支躯体３ｂ〜３ｃ上へのコンクリート床の形成が完了した直後の施工時期が図１７の(ｄ)の時期である。中間部３の４階Ｆ４及び５階Ｆ５のコンクリート床の重量分だけ下段スーパービームＳＢ１に作用する重力が増大するから、この時期の下段スーパービームＳＢ１のむくり量は０に近いマイナスの小さい値になる。
（Ｅ）下層スーパービームＳＢ１の上側に床支躯体３ｈ，３ｉを構築し、その上に中層スーパービームＳＢ２の下弦材ＳＢａを架設し、この下弦材ＳＢａと一体に床支躯体３ｊを構築した直後の施工時期が図１７の(ｅ)の時期である。この時期においては、下層スーパービームＳＢ１のむくり量はマイナスのある程度の値になり、中層スーパービームＳＢ２の下弦材ＳＢａのむくり量は最大である。（Ｆ）下層スーパービームＳＢ１の上側の６階Ｆ６〜８階Ｆ８の床支躯体３ｄ〜３ｆ上へのコンクリート床の形成を完了した直後の施工時期が図１７の(ｆ)の時期である。中間部３の６階〜８階のコンクリート床の重量分だけ下段スーパービームＳＢ１及び中段スーパービームＳＢ２の下弦材ＳＢａに作用する重力が増大するから、この時期においては、下段スーパービームＳＢ１のむくり量はマイナスのかなり値になり、中段スーパービームＳＢ２の下弦材ＳＢａのむくり量も少々小さくなる。
【００２５】
（Ｇ）中層スーパービームＳＢ２の下弦材ＳＢａの上側に上弦材ＳＢｂを架設して中層スーパービームＳＢ２を架設し、中層スーパービームＳＢ２の上弦材ＳＢｂと一体に中間部３の１０階Ｆ１０の床支躯体３ｋを構築し、かつ床支躯体３ｋの上に中間部３の１１階Ｆ１１及び１２階Ｆ１２の床支躯体３ｌ，３ｍを構築した直後の施工時期が図１７の（ｇ）の時期である。
増加分の重量、すなわち、中層スーパービームＳＢ２の上弦材ＳＢｂ及び床支躯体３ｋ〜３ｍの重量の一部が間柱５ａ〜５ｃを介して下層スーパービームＳＢ１及び中層スーパービームＳＢ２に作用するから、この時期においては、下段スーパービームＳＢ１のむくり量はマイナスの大きな値になり、中段スーパービームＳＢ２のむくり量も少々小さくなる。
（Ｈ）下層スーパービームＳＢ１の上側の中間部３の９階Ｆ９〜１１階Ｆ１１の床支躯体３ｇ〜３ｉ上へのコンクリート床の形成を完了させた直後の施工時期が図１７の（ｈ）の時期である。増加分の重量、すなわち、中間部３の９階〜１１階のコンクリート床の重量の一部が間柱５ａ〜５ｃを介して下層スーパービームＳＢ１及び中層スーパービームＳＢ２に作用するから、この時期においては、下層スーパービームＳＢ１のむくり量はマイナスの最大値になり、中層スーパービームＳＢ２のむくり量も小さくなる。
（Ｉ）間柱５ｂの上端と間柱５ｃの下端との仮接合具６による仮接合を解いて、間柱５ｂと間柱５ｃとの連結を切り離し（解放）した直後の施工時期が図１７の（ｉ）の時期である。間柱５ｃに加わっていた荷重が間柱５ｂに伝達されなくなるから、下層スーパービームＳＢ１で支えていた荷重がそれだけ少なくなり、下層スーパービームＳＢ１のむくりはマイナスの比較的小さい値になる。中層スーパービームＳＢ２が支えるべき荷重は、下層スーパービームＳＢ１による支えが無くなった分だけ増加するから、中層スーパービームＳＢ２のむくり量はマイナスの小さい値になる。
【００２６】
（Ｊ）中層スーパービームＳＢ２の上側の中間部３の１６階Ｆ１６〜１８階Ｆ１８の床支躯体３ｎ〜３ｐを構築した直後の施工時期が図１７の(ｊ)の時期である。 増加分の重量、すなわち、中間部３の１６階〜１８階の床支躯体３ｎ〜３ｐの重量の一部が間柱５ｄ，５ｅを介して中層スーパービームＳＢ２に作用するから、この時期においては、中層スーパービームＳＢ２のむくり量はマイナスのある程度の値になる。
（Ｋ）中間部３の１２階Ｆ１２〜１４階Ｆ１４の床支躯体３ｊ〜３ｌ上へのコンクリート床の形成を完了させた直後の施工時期が図１７の(ｋ)の時期である。
増加分の重量、すなわち、中間部３の１２階〜１４階のコンクリート床の重量の一部が間柱５ｄ，５ｅを介して中層スーパービームＳＢ２に作用するから、この時期(ｋ)においては、中層スーパービームＳＢ２のむくり量はマイナスのかなり大きい値になる。
（Ｌ）中層スーパービームＳＢ２の上側の中間部３の１９階Ｆ１９の床支躯体３ｑを構築し、下弦材ＳＢａ、上弦材ＳＢｂ等からなる上層スーパービームＳＢ３を架設し、下弦材ＳＢａと一体に中間部３の２０階Ｆ２０の床支躯体３ｒを構築し、上弦材ＳＢｂと一体に中間部３の屋上階（２１階）Ｆ２１の床支躯体３ｓを構築した直後の施工時期が図１７の(ｌ)の時期である。
増加分の重量、すなわち、上層スーパービームＳＢ３及び中間部３の１９階〜２１階の床支躯体３ｑ〜３ｓの重量の一部が間柱５ｄ〜５ｆを介して中層スーパービームＳＢ２に作用するとともに、前記重量の一部が上層スーパービームＳＢ３に作用するから、この時期においては、中層スーパービームＳＢ２のむくり量はマイナスの最大に近い値になり、上層スーパービームＳＢ３のむくり量はプラスの所定値になる。
【００２７】
（Ｍ）中間部３の１５階Ｆ１５〜１７階Ｆ１７の床支躯体３ｍ〜３ｏ上へのコンクリート床の形成を完了させた直後の施工時期が図１７の（ｍ）の時期である。
増加分の重量、すなわち、中間部３の１５階〜１７階のコンクリート床の重量の一部が間柱５ｄ〜５ｆを介して中層スーパービームＳＢ２及び上層スーパービームＳＢ２に作用するから、この時期においては、中層スーパービームＳＢ２のむくり量はマイナスの最大値になり、上層スーパービームＳＢ３のむくり量はプラスのある程度の値になる。
（Ｎ）間柱５ｄの上端と間柱５ｅの下端との仮接合具７による仮接合を解いて、間柱５ｄと間柱５ｅとの連結を切り離し（解放）した直後の施工時期が図１７の（ｎ）の時期である。間柱５ｅに加わっていた荷重が間柱５ｄに伝達されなくなるから、中層スーパービームＳＢ２で支える荷重がその分だけ少なくなり、中層スーパービームＳＢ２のむくりはマイナスの比較的小さい値になる。上層スーパービームＳＢ３が支えるべき荷重が、中層スーパービームＳＢ２による支えが無くなった分だけ増加するから、上層スーパービームＳＢ３のむくり量はマイナスの非常に小さい値になる。
【００２８】
（Ｏ）中間部３の１８階Ｆ１８〜２０階Ｆ２０の床支躯体３ｐ〜３ｒ上へのコンクリート床の形成を完了させた直後の施工時期が図１７の（ｏ）の時期である。上層スーパービームＳＢ３のむくり量はマイナスの小さい値になる。
（Ｐ）中間部３の屋上階（２１階）Ｆ２１の床支躯体３ｓ上へのコンクリート床の形成を完了させた直後の施工時期が図１７の（ｐ）の時期である。上層スーパービームＳＢ３のむくり量はマイナスのある程度の値になる。
なお、構造物１０の外装、仕上等の工事は、例えば、その床支躯体３ｂ〜３ｇに対しては、間柱５ｂと間柱５ｃとの仮接合具６による連結部の切り離し（解放）後に順次行ない、その床支躯体３ｈ〜３ｓに対しては、間柱５ｄと間柱５ｅとの仮接合具７による連結部の切り離し（解放）後に順次行なうが、間柱５ｂ、５ｄと間柱５ｃ，５ｅとの仮接合具６，７による連結部の切り離し（解放）前に、床支躯体３ｂ〜３ｇ，３ｈ〜３ｍ上のコンクリート床上に外装材、仕上材等を載せておけば、構造物１０の完成後における下層、中層及び上層スーパービームＳＢ１〜ＳＢ３のレベルの変化量を少なく抑えることができる。
【００２９】
【発明の効果】
特許請求の範囲の各請求項記載の発明は、各請求項に記載の構成を備えることにより、次の（イ）〜（ハ）の効果を奏する。
（イ）請求項１記載の建方工法は、次の（１）〜（４）の効果を奏する。
（１）中層スーパービームの架設又は中層スーパービームの上側への複数の間柱に結合しての床を支持する床支躯体の１層以上の架設と、少なくとも下層スーパービームと中層スーパービームとの中間の部分以下の各床支躯体上へのコンクリート床の形成とを条件として、下層スーパービームと中層スーパービームとを連結する各間柱の中間を仮接合部で切り離し、各間柱の切り離し部より上方の中層スーパービーム及び中層スーパービームに支持される床支躯体等の荷重の一部が下層スーパービームにかからないようにし、また、上層スーパービームの架設と、少なくとも中層スーパービームと上層スーパービームとの中間の部分以下の各床支躯体上へのコンクリート床の形成とを条件として、中層スーパービームと上層スーパービームとを連結する間柱の中間を仮接合部で切り離し、各間柱の切り離し部より上方の上層スーパービーム及び上層スーパービームに支持される床支躯体等の荷重の一部が中層スーパービームにかからないようにするから、中層及び上層スーパービームの架設、中層スーパービームと上層スーパービームとの間の多数層の床支躯体の架設、前記床支躯体上へのコンクリート床の形成を複数の間柱による支持及び結合のもとに行なっても、下層及び中層スーパービームに大きな荷重がかかり過ぎることがなく、下層、中層及び上層の同じレベルに間隔をおいて配する少なくとも２つの下層、中層及び上層スーパービームに略均一な荷重をかけることが容易にできる。
（２）下層スーパービームと中層スーパービームとの間及び中層スーパービームと上層スーパービームとの間を連結する各間柱を建てるときに、それらの中間の切り離し個所に間柱の節の仮接合部が位置するようにして、前記仮接合部では下方の間柱の節の上端と上方の間柱の節の下端との間に隙間をあけて、下方の節の間柱の上側に上方の節の間柱を建てて下方の間柱の節の上部と上方の間柱の節の下部とを仮接合具を使って仮接合しておいて、仮接合具による仮接合部で間柱の中間の切り離しを行うから、間柱の切り離し作業が容易になり、かつ切り離し後の本接合（再接合）の作業も容易になり、その本接合を強固にかつ本接合部を綺麗にすることができる。
そのうえ、仮接合部では下方の節の間柱の上側に上方の節の間柱を建てて下方の間柱の節の上部と上方の間柱の節の下部とを仮接合具を使って仮接合しておくから、下層スーパービーム又は中層スーパービームに結合して建てられた間柱の仮接合部より上の部分に梁を結合して行う床支躯体の形成を容易に行うことができる。
【００３０】
（３）中層スーパービームの架設又は中層スーパービームの上側への複数の間柱に結合しての床を支持する床支躯体の１層以上の架設と、少なくとも下層スーパービームと中層スーパービームとの中間の部分以下の各床支躯体上へのコンクリート床の形成とを条件として、下層スーパービームと中層スーパービームとを連結する各間柱の中間の部分を切り離し、各間柱の切り離し部より上方の複数層の床支躯体及び中層スーパービーム等の荷重の一部が下層スーパービームにかからないようにするから、各間柱の切り離し部より下方の複数層の床支躯体を支持する下層スーパービームに床支躯体上に形成したコンクリート床の荷重等の一部がかかった状態になっており、各間柱の切り離し部より下方に位置する床支躯体や下層スーパービームに、前記コンクリート床よりも軽い外装材、仕上材等を取り付けても、下層スーパービームや床支躯体の変形が比較的小さくなる。また、中層スーパービームと上層スーパービームとを連結する各間柱の中間の部分を切り離した場合も同様の効果が得られる。そのため、早期に外装、仕上等の工事を行なうことができ、工期の短縮に役立つ。
（４）少なくとも各床支躯体上へコンクリート床を設けることにより下層、中層及び上層スーパービームに所定の荷重がかかった状態にした後に、各間柱の切り離し部を本接合するから、下層、中層及び上層スーパービームが分担する荷重を略均一にすることができ、かつ構造物の完成後の下層、中層及び上層スーパービーム、床支躯体等の変形量を小さく抑えることができる。
【００３１】
（ロ）請求項２記載の建方工法は、前記（１）〜（４）の効果を奏し得るだけでなく、次の（５）及び（６）の効果を奏する。
（５）下層の同じレベルに間隔をおいて配する少なくとも２つの下層スーパービームをスーパーコラム間の下部に仮設した複数の架台上において組み立てて、その両端をスーパーコラムに接合し、下層スーパービームの下弦材間及び上弦材間に床を支持する床支躯体を前記下弦材又は上弦材及びスーパーコラムにその端を結合してそれぞれ架設し、下層スーパービームの上側に下層スーパービームに結合して建てられている複数の間柱に梁を結合してなる床支躯体をスーパーコラムにその端を結合して１層架設した後に、各架台を撤去するから、架台に大きな荷重が作用することがなく、各架台の仮設部であるスーパーコラム間の下部躯体の補強工事が簡単になる。また、架台を早期に撤去できるから、下層スーパービームの下方の空間を自由に使用することができ、工期の短縮を図ることができる。
（６）下層スーパービームの下弦材間及び上弦材間に床を支持する床支躯体を前記下弦材又は上弦材及びスーパーコラムにその端を結合してそれぞれ架設することにより、各下層スーパービーム、下層スーパービームの下弦材に結合された床支躯体及び下層スーパービームの上弦材に結合された床支躯体からなる少なくとも２つの下層スーパービームを含む構造体は、互いに結合されて一体化されて強化され、そのうえ、前記構造体は、その上方に下層スーパービームに複数の間柱を介して結合されかつその端がスーパーコラムに結合されている１層の床支躯体が付加結合されて一体化されていて、更に強化されるから、架台を撤去しても、各下層スーパービームの上方の１層の床支躯体の上側へ、建てられた複数の間柱に梁を接合して床を支持する床支躯体を多数層架設したり、これらの多数層の床支躯体の上側へ間柱に接合して中層スーパービームを架設したり、中層スーパービームの上側に多数層の床支躯体を架設したりすることができ、仮設の足場、架台等の使用も通常の鉄骨造の多層構造物の建方と同程度で済み、施工性が向上する。
【００３２】
（ハ）請求項３記載の建方工法は、前記（１）〜（６）の効果を奏し得るだけでなく、次の（７）の効果を奏する。
（７）架設時にむくりを付けて下層、中層及び上層スーパービームを形成して、下層スーパービームと中層スーパービームとを連結する間柱の中間を仮接合部で切り離した直後に、下層スーパービームのむくり量がマイナスの小さな値になり、中層スーパービームと上層スーパービームとを連結する間柱の中間を仮接合部で切り離した直後に、中層スーパービーム及び上層スーパービームのむくり量がマイナスの小さな値になるようにするから、多層構造物の完成後においても、下層、中層及び上層スーパービームの中間部を略水平に維持することができる。
【図面の簡単な説明】
【図１】 実施例の多層構造物の概略的な正面図
【図２】 実施例の多層構造物の概略的な側面図
【図３】 図１に示す多層構造物のＡ−Ａ線で断面した平面図
【図４】 図１に示す多層構造物のＢ−Ｂ線で断面した平面図
【図５】 実施例の間柱を仮接合する仮接合具の正面図

Figure 0003755117
【図１７】 実施例の多層構造物の下層スーパービーム、中層スーパービーム及び上層スーパービームの施工時期に応じたレベル推移を示す線図
【符号の説明】
１０ 多層構造物
３ 構造物の中間部
３ａ 中間部の地下躯体
３ａ１ 中間部の１階の床
３ｂ〜３ｒ 床支躯体
３ｂ１ 外側梁
３ｂ２ 短手方向梁
３ｂ３ 長手方向梁
３ｓ 屋上階の床支躯体
４ ベント
５ａ〜５ｆ 間柱
６，７ 仮接合具
６ａ１，６ａ２、７ａ１，７ａ２ 接合片
６ｂ，７ｂ 接合板
Ａｓ アトリウム等となる吹き抜けの空間
Ｂ１〜Ｂ４ スーパーコラムの梁
ＢＦ１，ＢＦ２ 地下１階、地下２階
Ｃ１〜Ｃ８ スーパーコラムの第１節〜第８節の柱
Ｄｂ１，Ｄｂ２ スーパーコラムの筋かい
Ｆ１〜Ｆ２０ １階〜２０階
Ｆ２１ 屋上階
ＢＦ１，ＢＦ２ 地下１階、地下２階
Ｆｍ 基礎
ＳＢ１ 下層スーパービーム
ＳＢ２ 中層スーパービーム
ＳＢ３ 上層スーパービーム
ＳＢａ スーパービームの下弦材
ＳＢｂ スーパービームの上弦材
ＳＢｃ スーパービームの束材
ＳＢｂ スーパービームの筋かい
ＳＣ１ 第１スーパーコラム
ＳＣ２ 第２スーパーコラム[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a construction method for a multilayer structure, and in particular, a plurality of super beams are installed between the first and second super columns at intervals in the vertical direction, and a plurality of floors are formed between the super beams. The present invention relates to a construction method for a multi-layer structure in which a floor support frame to be supported is installed.
[0002]
[Prior art]
There is a multi-layer structure in which an atrium of a vertical atrium space corresponding to a plurality of floors is formed at the center of the lower layer of the structure.
As a conventional construction method for a multilayer structure having an atrium with a colonnade, for example, there is a construction method using a vent (pier) pier. In this method using the vent frame, a vent frame having a height substantially equal to the height of the space is provided at a plurality of locations at the bottom of the space where the atrium of the atrium is to be formed, and the upper portion of the space is configured. A multi-layered structure is constructed while supporting multiple layers on the vent frame, and each vent frame is removed after it becomes unnecessary to support the multi-layer structure above the space with the vent frame. It is.
In addition, in the construction method for multi-story seismic isolation structures, a multi-layered structure composed of columns and beams is constructed, and the internal space of each layer of the structure is composed of multiple layers of floors or beam floors. The small frame group is suspended and supported via a suspension member suspended from the beam of the large frame structure so that a gap is formed between the small frame group and the surrounding space of the large frame structure, and the floor of the small frame group or There is a construction method (for example, see Japanese Patent Publication No. 5-2073) in which the beam floor is fixed to the tip and the middle part of the suspension material.
[0003]
[Problems to be solved by the invention]
  In the construction method using the conventional vent frame, when a multi-layered structure is constructed above the atrium space, a large load is applied to each vent frame that supports it. It is necessary to reinforce the bottom of the space of the place to be strengthened or to strengthen the vent frame, and there is a drawback that the reinforcement and strengthening require a lot of labor and cost. In addition, there is a disadvantage that the period for providing the vent frame becomes long and the start of the finishing work of the structure such as the lower part of the space is delayed. Furthermore, since the building under construction is deformed when the vent frame is dismantled, there is a disadvantage that exterior construction or the like cannot be performed unless the vent frame is dismantled.
  In the construction method of the conventional multi-layer seismic isolation structure, the load applied to each beam of the large structure depends on the number of small frames that are suspended and supported by the suspension material suspended from the beam. Therefore, it is easy to equalize the load applied to each beam, but it is necessary to use high-strength suspension materials or increase the number of suspension materials to support a large load only with suspension materials. is there. In addition, a suspension material suspended from each beam of the large frame so that a gap is formed between the small frame group consisting of a plurality of floors or beam floors and the surrounding space of the internal space of each layer of the large frame Since the suspension is supported through the frame, there is a disadvantage that the shape and arrangement of the small frame group are restricted. Furthermore, many temporary scaffolds, mounts, etc. are required for the work of fixing the floor or beam floor of the small frame group to the tip and middle part of the suspension material, which is inferior in terms of workability.
  The problem to be solved by the present invention is to provide a multi-layer structure construction method that does not have the disadvantages of the prior art as described above, in other words,Lower layer, middle layer and upper layerEqualizing the burden of Super Beam is easy.ProvisionalReinforcement of the installation part of the gantry is easy,ProvisionalThe installation period of the gantry is short, and temporary scaffolding, gantry, etc. are used to the same degree as the construction of ordinary steel multi-layered structures. It is possible to provide a construction method for a multi-layered structure that is easy to construct.
[0004]
[Means for Solving the Problems]
  The present invention can solve the above-mentioned problems, and the construction method of a multilayer structure having a three-layer super beam according to the present invention comprises a super column built on each side at intervals and a ground surface. At least two lower superbeams spaced at the same level above a predetermined dimension and connected to the supercolumn at both ends, and spaced at the same level above the predetermined dimension from the lower superbeam At least two middle-layer superbeams coupled at both ends to the supercolumn and at least two upper-layer superbeams spaced at the same level above the middle layer superbeam by a predetermined dimension and coupled at both ends to the supercolumnTheIncluding, between the lower layer super beam and the middle layer super beam and between the middle layer super beam and the upper layer super beam, both ends thereof being coupled to the super column, and the lower layer and middle layer super beam or middle layer via a plurality of studs And a multi-layered floor support frame coupled to the upper super beam, and the lower, middle and upper super beams are composed of lower chord members, upper chord members, bundle pillars, braces, etc. In the construction method of the structure, assembling super columns on both sides, assembling at least two lower super beams spaced at the same level in the lower layer, and joining both ends to the super column. At least one layer is constructed by connecting the end of the floor supporting frame supporting the floor between the lower layer super beam and the super column. PabimuOn the top ofCombined with lower super beamBeing builtA floor support frame formed by connecting beams to a plurality of studs is connected to a super column at both ends thereof, and a plurality of layers are constructed in order from the bottom to the top of the studs at intervals.UnderlayerEach stud that connects between the super beam and the middle super beamThose when buildingIntermediateLaterThe temporary joint portion is positioned so that the temporary joint portion of the node of the stud is located at the separation point.ThenA gap is made between the upper end of the lower column node and the lower end of the upper column node,Build the upper node studs above the lower node studsUse a temporary joint to connect the upper part of the lower stud section and the lower part of the upper stud section.Try to make a temporary joint,The uppermost of the multi-story floor supports built above the lower super beamOn the upper side ofAt least two middle-layer superbeams that are coupled to the studs and are spaced at the same level in the middle layer are installed, and both ends of the middle-layer superbeam are joined to the supercolumn, and the floor support that supports the floor between the middle-layer superbeams At least one layer of the frame is connected to the middle layer super beam and super column at the end, and the middle layer super beam is coupled to the upper side of the middle layer super beam.Being builtA multi-layered floor support frame formed by connecting beams to a plurality of studs is spaced in order from the bottom to the top of the studs,Middle classEach stud that connects between the super beam and the upper super beamThose when buildingThe temporary joint of the intermediate column is located at the separation point described later in the middle, and this temporary joint is connected to the intermediate column of the intermediate column connecting the lower super beam and the intermediate super beam. Same as the above-mentioned temporary joint, and installed above the middle super beamdidThe top of the multi-story floor supportOn the upper side ofAt least two upper super beams are installed at the same level in the upper layer with a gap between the upper columns, and both ends of the upper super beam are joined to the super column. One end of the floor supporting body that supports the floor by connecting at least one layer with the end thereof connected to the upper super beam and the super column, and connecting the intermediate super beam or a plurality of studs on the upper side of the intermediate super beam. On the condition of the above construction and the formation of a concrete floor on each floor support body at least below the middle part between the lower super beam and the middle super beam, each of the studs connecting the lower super beam and the middle super beam The intermediate part is cut off at the temporary joint, and one load of the floor support supported by the middle super beam above the cut off part of the stud On the lower layer super beam, and on the condition that the upper layer super beam is constructed and a concrete floor is formed on each floor support structure at least below the middle part between the middle layer super beam and the upper layer super beam. The middle of each stud connecting the super beam and the upper super beam is separated by the temporary joint, and part of the load of the floor support supported by the upper super beam above the separated part of the middle pillar is the middle super beam. It is characterized in that after a predetermined load is applied to the lower layer, middle layer and upper layer super beam by providing a concrete floor at least on each floor support body, the separation part of each stud is fully joined. To do.
[0005]
  In a preferred embodiment of the present invention, at least two lower superbeams spaced at the same level in the lower layer are assembled on a plurality of mounts temporarily provided at the lower part between the supercolumns, and both ends thereof are connected to the supercolumn. Join the floor support frame that supports the floor between the lower chord material and the upper chord material of each lower super beam, and connect the ends of the lower chord material or the upper chord material and the super column, respectively, Combined with the lower super beamBuiltThe floor support frame formed by connecting beams to a plurality of intermediate pillars is connected to the super column at one end and installed in one layer, and then each frame is removed, and then the first layer is installed above the lower super beam. A plurality of floor support frames, which are formed by connecting beams to a plurality of studs that are connected to the floor supports, are erected on the upper side of each of the floor supports in order from the bottom to the top of the studs.
[0006]
  In a preferred embodiment of the present invention, the following (1) to (3) are performed.
(1) When erectedLower layer, middle layer and upper layerSuper beamTheFormingImmediately after the middle of the intermediate column connecting the lower layer super beam and the middle layer super beam is cut off at the temporary joint, the amount of peeling of the lower layer super beam becomes a small negative value, and the middle layer super beam and the upper layer super beam are Immediately after the middle of the connecting studs is cut off at the temporary joint, the amount of peeling of the middle layer super beam and upper layer super beam will be a small negative value.Thus, even after the completion of the multi-layer structure, the midway of each super beam can be maintained substantially horizontal.
(2)the sameDistribute levels at intervalsLower or middle layerWith Super Beamthe sameAt least two levels spaced apartMiddle or upper layerOf multiple studs connecting the super beamWhere to separateWith temporary fittingTemporary joiningAside from the studs in the temporary joint partMiddle separationTo do. In this way,Separation and separationAfterMain joining (Rejoining)Becomes easier.
(3)UnderlayerAt least to the super beamUnderlayerPlural shared by Super BeamlayerAnd supporting concrete floors and concrete floors above them through studs, andMiddle classAt least to the super beamMiddle classPlural shared by Super BeamlayerAfter supporting the floor supports and concrete floors above them via studs,UnderlayerWith Super BeamMiddle classOf multiple studs connecting the super beamDetachPartMain joining (Rejoining)I do.In addition, a plurality of floor support members shared by at least the middle layer super beam are supported by the middle layer super beam, and a concrete floor above them through a stud, and a floor of a plurality of floors that at least the upper layer super beam shares the upper layer super beam. After supporting the supporting bodies and the concrete floors above them through the intermediate pillars, the main joining (rejoining) of the separation parts of the plurality of middle pillars connecting the middle super beam and the upper super beam is performed.
[0007]
【Example】
An Example is shown by FIGS. 1-17, and is an example which applied the invention of this application to the construction method of the structure of the 20 floors above ground in the 2nd basement floor provided with the super beam of the lower layer, the middle layer, and the upper layer. As shown in FIGS. 1 and 2, a plurality of foundation pedestals Fm at intervals in the ground where the structure 10 is to be constructed1And foundation wall Fm2Forming the foundation pedestal Fm1, Foundation wall Fm2Etc. Foundation beam FmThreeEtc. to form the base Fm of the structure 10.
On the left side of the foundation Fm, as shown in FIG. 1, FIG. 2, FIG. 6 and FIG.1, Liang B1~ BFourEtc. are built, and the housing of the first basement floor BF2, the first basement floor BF1, and the first floor F1 of the first super column SC1 having a rectangular left-side plan view is constructed.
On the right side of the foundation Fm, as shown in FIG. 1, FIG. 2, FIG. 6 and FIG.1, Liang B1~ BFourEtc. are built, and the frame of the 2nd basement floor BF2, the 1st basement floor BF1, and the ground 1st floor F1 of the second super column SC2 whose right side plan view is rectangular is constructed.
On the middle part of the foundation Fm, as shown in FIG. 1, FIG. 6 and FIG.FiveEtc. are built, and the basement 2a of the middle part 3 BF2, the basement 1st floor BF1, and the ground floor 1a of the ground floor F1 are constructed.1Support.
And the column C of the first section of the first and second columns SC1, SC21For example, the floor and walls of the necessary parts are constructed and strengthened by, for example, reinforcing bar concrete. Further, the basement 2a of the basement 2nd floor BF2 and the basement 1st floor BF1 of the intermediate part 3 are strengthened by constructing the floors and walls of the necessary places (particularly, the installation part of the vent rack 4) by, for example, reinforcing bar concrete construction. Then, the frame 3a and the floor 3a of the intermediate part 3 are provided via a vent frame 4 which will be described later.1To withstand the load of the lower super beam SB1 acting on the
[0008]
As shown in FIGS. 1, 2 and 7, the first column C of the first and second supercolumns SC1 and SC2 is used.112 steel-framed second-section pillars C on the first-floor F1 housing2, Liang B1~ BFour, Muscle Db1, Db2Etc. are built, and the 2nd floor F2 and 3rd floor F2 housings of the first and second columns SC1, SC2 having a rectangular plan view are constructed.
As shown in FIGS. 3 and 8, the floor 3 a on the first floor above the middle part 3.1The floor 3a of the front side, the center, and the rear side of the atrium space As that becomes the atrium on the upper side of the1A plurality of vent racks 4 (e.g., two in the front side part, four in the center part and two in the rear side part, a total of eight) having a height substantially matching the height of the space As are temporarily installed.
As shown in FIGS. 1, 2 and 8, the column C of the second section of the first and second columns SC1 and SC2 before, after, or in parallel with the temporary installation of each vent mount 4.2Twelve steel-framed third-section pillars C on the 3rd floor F3 frameThree, Liang B1~ BFour, Muscle Db1, Db2Etc. are built, and the frame of the fourth floor F4 to the sixth floor F6 of the first and second columns SC1 and SC2 having a rectangular plan view is constructed.
[0009]
  As shown in FIGS. 1, 3 and 9, the third column C on the front and rear sides of the fourth and fifth floors F4 and F5 of the first and second super columns SC1 and SC2.3On the upper side of each vent stand 4 betweenFront and rearTwo lower super beams SB1 are constructed.
  The lower super beam SB1 is composed of a lower chord material SBa, an upper chord material SBb, a bundle pillar SBc, a brace SBd, a spacer 5a, and the like.
  1 part SBc such as a bundle column SBc, a brace SBd, and a spacer 5a of the lower super beam SB11, SBd15a1Lower chord member SBa with upper side1Etc., the column C of the third node on the front side and the rear side inside the fourth floor F4 of the first and second columns SC1.3Assembled on each vent gantry 4 and formed into a lower chord material SBa.Rack4 while supporting both ends of the lower chord material SBa on the front and rear sides of the first and second columns SC1 and SC2, the third column C of the fourth floor F4.3To join.
  1 part 5a of the upper column 5a of the lower chord material SBa of the lower super beam SB1 on the front side and the rear side1The other part 5a of the spacer 5a at the upper end of2Is built and the lower ends are joined. Then, the third column C on the front side and the rear side on the inner side of the fifth floor F5 of the column 5a and each column SC1, SC2.3And another part SBc such as a bundle column SBc, a brace SBd, etc.2, SBd2Upper chord member SBb1Each upper chord member SBb1SBc, the other part of the brace SBd SBc2, SBd2The lower chord member SBa11 part of SBc1, SBd1And the upper chord member SBb1And the third column C on the front side and the rear side of the inner column 5a or each of the columns SC1 and SC2.3The lower chord material SBa, the upper chord material SBb, the bundle pillar SBc,Brace SBd, Stud 5aA lower layer super beam SB1 is constructed.
FIG. 16 shows the first column 5a, the second column 5b, the third column 5c, the fourth column 5d, the fifth column 5e, and the sixth column 5f. As is joined.
[0010]
  As shown in FIGS. 3 and 9, five short beams 3b that support the fourth floor F4 floor of the intermediate portion 3 between the lower chord members SBa of the lower super beam SB1 on the front side and the rear side of the intermediate portion 32Are arranged at intervals (a short-direction beam 3b arranged between the front and rear pair of pillars 5a.2Are supported by a pair of vent bases 4 temporarily installed in the center), and each transverse beam 3b2Are joined to the intermediate column 5a or the bundle column SBc of the lower chord material SBa, and the transverse beam 3b2The short beam and the short beam in the fourth floor F4 of each column SC1, SC234 longitudinal beams 3b between3Are arranged at intervals, and each longitudinal beam 3b3The short beam 3b facing both ends of the beam2Or the column C of the 3rd section inside the 4th floor F4 of each column SC1, SC2.3Or the inner short beam B joined between them3And a floor support 3b that supports the floor of the fourth floor F4 of the intermediate part 3 is constructed.
  As shown in FIG. 3 and FIG. 9, the floor support 3b that supports the floor of the fourth floor F4 of the intermediate portion 3 between the upper chord members SBb of the lower super beam SB1 on the front and rear sides of the intermediate portion 3 is constructed. In the same manner, the floor support 3c that supports the floor of the fifth floor F5 of the intermediate portion 3 is constructed integrally with the upper chord material SBb.
  Formation of lower super beam SB11Is the floor height dimension H of the fourth floor F4 of the first and second columns SC1 and SC2 joining both ends of the beam SB1.2Is the same.
  The lower super beam SB1 at the time of erection is peeled (raised), and the lower chord material SBa andUpper chord material SBbThe portions of the inter-columns 5a that are spaced apart from the center by the same distance are the columns C of the fourth section F4 of the columns SC1 and SC2 of the lower chord material SBa and the upper chord member SBb and the third section C of the fifth floor F53It is higher than the joint part to the same dimension (for example, 10 to 50 mm).
[0011]
As shown in FIG. 4 and FIG. 10, the upper column 5a of the upper chord material SBb of the lower super beam SB1 on the front side and the rear side and the third section of the sixth floor F6 on the front side and the rear side of each column SC1, SC2 are arranged. Pillar CThreeThe outer beam 3b for supporting the floor of the sixth floor F6, etc. of the intermediate part 3 between1Each outer beam 3b1The columns C of the third node of the sixth floor F6 on the front side and the rear side of the inner column 5a or the inner sides of the columns SC1, SC2ThreeJoin with.
Then, as shown in FIG. 4, the front and rear outer beams 3b1The transverse beam 3b between the middle part of the two and between the front and rear pair of intermediate pillars 5a2, Each short direction beam 3b2Both ends of the outer beam 3b on the front side and the rear side1Or it joins with the spacer 5a, and the said short direction beam 3b2Short beam B in the middle and on the 6th floor F6 of each column SC1, SC2Three4 longitudinal beams 3b betweenThreeAre arranged at intervals, and each longitudinal beam 3bThreeThe short beam 3b facing both ends of the beam2Or the column C of the 3rd section inside the 6th floor F6 of each column SC1, SC2.ThreeOr the short beam B joined to thisThreeThe floor support frame 3d that supports the floor of the sixth floor F6 of the intermediate part 3 is constructed.
Then, the jack arrange | positioned at the upper end of each vent mount 4 is jacked down, and each vent mount 4 is disassembled and removed.
Column C of the third section of the first and second columns SC1, SC2ThreeConstruction work of the frame consisting of etc., lower-layer super beam SB1, and floor support frames 3b and 3c of the fourth floor F4 and fifth floor F5 attached to this, and a floor support that supports the floor of the sixth floor F6 of the intermediate part 3 The concrete floors of the second floor F2 and the third floor F3 of the first and second columns SC1 and SC2 are formed during or after the construction of the frame 3d.
The concrete floor is formed, for example, by placing concrete on a corrugated iron plate laid on the upper side of a floor support body made of a beam or the like that supports the floor.
[0012]
As shown in FIG. 11, the column C of the third section of the first and second super columns SC1, SC2.ThreeOn the 6th floor frame, etc., 12 steel-framed 4th section pillars CFour, Liang B1~ BFour, Muscle Db1, Db2Etc. are built, and the frame of the seventh floor F7 to the ninth floor F9 of the first and second columns SC1 and SC2 having a rectangular plan view is constructed.
Column C of the fourth section of the first and second columns SC1, SC2FourDuring the construction of the building of the 7th floor F7 to 9th floor F9, or after completion of the construction, the floor concrete of the 4th floor F4 to the 6th floor F6 of the first and second columns SC1, SC2 is formed.
Column C of the fourth section of the first and second columns SC1, SC2FourOn the upper side of the floor support frame 3d of the 6th floor F6 of the middle part 3 between the frames of the 7th floor F7 to the 9th floor F9 made of etc., the intermediate column 5b is built corresponding to the above-mentioned intermediate column 5a, and the lower end of this intermediate column 5b is connected to the intermediate column 5a Join to the top of the. And the floor support frames 3e-3g which support the floor of the 7th floor F7-9th floor F9 of the intermediate part 3 are constructed | assembled by the same method as construction of the floor support frame 3d.
[0013]
As shown in FIG. 12, the column C of the fourth node of the first and second super columns SC1 and SC2.FourOn the upper side of the 9th floor F9, etc.Five, Liang B1~ BFour, Muscle Db1, Db2Etc. are built, and the frame of the 10th floor F10 to the 12th floor F12 of the first and second columns SC1 and SC2 having a rectangular plan view is constructed.
After completion of the construction of the floor supports 3e-3g that support the floors of the seventh floor F7 to the ninth floor F9 of the intermediate section 3, onto the floor supports 3b, 3c of the fourth floor F4 and the fifth floor F5 of the intermediate section 3. The concrete floor is formed.
When the formation of the concrete floor on the floor support frame 3b, 3c of the intermediate part 3 is completed, the exterior material to be attached to the frame of the fourth floor F4 and the fifth floor F5 of the intermediate part 3 on these concrete floors, if necessary, Finishing materials, facilities, etc. are lifted, and a load substantially equal to that at the completion of the structure is applied to the frames of these floors F4 and F5. In addition, it is the same as the above after the construction construction of the concrete floor on the floor support frame 3d to 3s of the intermediate part 3 below.
Column C of the fifth section of the first and second columns SC1, SC2FiveAfter the construction work of the 10th floor F10 to 12th floor F12 frame is completed, the concrete floor is formed on the 7th floor F7 to 9th floor F9 frame of the first and second columns SC1 and SC2.
Column C of the fifth section of the first and second columns SC1, SC2FiveOn the upper side of the floor support frame 3g of the 9th floor F9 of the middle part 3 between the frames of the 10th floor F10 to the 12th floor F12 composed of etc., as shown in FIG. The lower end of the intermediate pillar 5c is temporarily joined to the upper end of each intermediate pillar 5b. Temporary joining of the inter-column 5b and the inter-column 5c is performed using, for example, a temporary joining tool 6 shown in FIG.
[0014]
  As shown in FIG. 5, the temporary joining tools 6 and 7 are joined pieces 6a made of a steel plate having a large number of bolt holes that are radially fixed to portions from the ends of one of the intermediate columns 5b and 5d that are temporarily joined to each other.17a1And the joining piece 6a around the portion of the other intermediate column 5c, 5e that is temporarily joined to each other.17a1And a steel plate joint piece 6a having a large number of bolt holes fixed radially by welding or the like.27a2And a plurality of steel long rectangular joining plates 6b and 7b having a large number of bolt holes.
  The joining piece 6a which arrange | positioned the stud 5c above the stud 5b, and was welded to the stud 5b of the temporary joining tool 6.1The bolt holes of the lower half of the joining plate 6b and the bolt holes in the lower half of the joining plate 6b are matched, and bolts are passed through these bolt holes to join the joining pieces 6a.1The joint piece 6a welded to the bolt hole in the upper half of the joining plate 6b attached to the intermediate post 5c and the temporary pillar 6c.2These bolt holes are combined, bolts are passed through these bolt holes, nuts are screwed into threaded portions of the respective bolts, and the lower part of the intermediate pillar 5c is temporarily joined to the upper part of the intermediate pillar 5b.
  As shown in FIG. 5, in the temporary joint portion, there is a gap between the upper end of the lower intermediate column 5b and the lower end of the upper intermediate column 5c, and the lower portion of the upper intermediate column 5c is temporarily connected to the upper portion of the lower intermediate column 5b. The upper column 5c is firmly connected through the joints 6 and 7.Is built above the lower pillar 5b.
[0015]
  As shown in FIG. 13, floor support frames 3h and 3i that support the floors of the 10th floor F10 and the 11th floor F11 are constructed above the floor support frame 3g of the 9th floor F9 of the intermediate portion 3. The construction method is the same as the construction method of the floor support 3d on the sixth floor F6 of the intermediate part 3.
  Then, the middle column 3c on the upper side of the floor support frame 3i on the eleventh floor F11 of the intermediate part 3 and the fifth column C on the front side and the rear side on the inner side of the twelfth floor F12 of each column SC1, SC2.5And between the intermediate pillars 5c, a bundle pillar SBc of the intermediate super beam SB2, a part SBc of the brace SBd1, SBd1Lower chord member SBa with etc.1The lower chord member SBa1The 5th column of the 12th floor on the front side and the back side of the inner side of each column SC1, SC2C 5 Join with.
  The floor support 3j that supports the floor of the 12th floor 12F is attached to the lower chord member SBa of the middle-layer super beam SB2 in the same manner as the construction of the floor support 3b described above.
  After the completion of the construction work of the floor supports 3h to 3j for supporting the floors of the 10th floor F10 to the 12th floor F12 of the intermediate part 3, the floor supports 6d to the 8th floor F8 of the intermediate part 3 onto the floor support structures 3d to 3f Form a concrete floor.
  As shown in FIG. 14, the column C of the fifth section of the first and second columns SC1 and SC2.5On the 12th floor F12 frame consisting of etc., 12 steel-framed sixth section pillars C6, Liang B1~ B4, Muscle Db1, Db2Etc. are built, and the frame of the 13th floor F13-15th floor F15 of each column SC1, SC2 of the left-hand side and the right-hand side of a rectangular plan view is constructed.
[0016]
  As shown in FIG. 14, on the upper side of the lower chord material SBa of the middle super beam SB2 on the 12th floor F12 of the intermediate part 3, an intermediate pillar 5d is built corresponding to each intermediate pillar 5c, and the lower end of the intermediate pillar 5d is joined to the upper end of the intermediate pillar 5c. To do.
  Column C of the sixth section on the front side and the rear side inside the first and second columns SC1, SC2.6And between the studs 5d and between the studs 5dAs in the case of the construction of the lower layer super beam SB1 shown in FIG.Other parts SBd such as bundle pillar SBc, brace SBd2, SBc2Is the upper chord member SBb1Each upper chord member SBb1Other parts SBc such as SBc, brace SBd, etc.2, SBd2The lower chord member SBa1SBc, part of SBc, brace SBd, etc.1, SBd1And each upper chord member SBb16th column C on the 13th floor on the front side and rear side of the inner column 5d or the inner side of each column SC1, SC26And a middle layer super beam SB2 composed of a lower chord material SBa, an upper chord material SBb, a bundle pillar SBc, a brace SBd, and the like is constructed. The configuration of the middle super beam SB2 is the same as that of the lower super beam SB1.
  The upper chord material SBb of the middle super beam SB2 is constructed in the same manner as the construction of the floor support 3c supporting the fifth floor of the intermediate part 3 described above.whileThe floor support frame 3k that supports the floor of the 13th floor F13 is attached.
[0017]
As shown in FIG. 14, floor support bodies 3l and 3m that support the floors of the 14th floor F14 and the 15th floor F15 of the intermediate part 3 are constructed above the upper chord material SBb of the middle super beam SB2. The construction method is the same as the construction method of the floor support 3d on the sixth floor F6 of the intermediate part 3.
After the completion of the construction work of the floor supports 3h to 3j that support the floors of the 10th floor F10 to the 12th floor F12 of the intermediate part 3, the floor supports 3d to 3f on the 6th floor F6 to the 8th floor F8 of the intermediate part 3 Form a concrete floor.
Also, the column C of the sixth section of the first and second super columns SC1, SC26After finishing the construction work of the 13th floor F13 to 15th floor F15 frame, etc., floor concrete is placed on the 10th floor F10 to 12th floor F12 frame of the first and second columns SC1 and SC2.
[0018]
As shown in FIG. 15, the column C of the sixth section of the 15th floor F15 of the first and second columns SC1, SC2.6On top of the 12 steel-framed 7th section pillar C7, Liang B1~ BFour, Muscle Db1, Db2Etc. are built, and the frame of the 16th floor F16 to 18th floor F18 of the first and second columns SC1 and SC2 having a rectangular plan view is constructed.
Interim pillars 5e are constructed corresponding to the respective pillars 5d at the central portion 3 between the first and second columns SC1, SC2 on the 16th floor F16 to 18th floor F18, and the lower ends of the intermediate pillars 5e are shown in FIG. Is temporarily joined to the upper end of the spacer 5d. This method of temporary joining is the same as that in the case of joining the intermediate pillar 5b and the intermediate pillar 5c.
On the upper side of the floor support frame 3m that supports the 15th floor of the intermediate part 3 between the 16th floor F16 to 18th floor F18 chassis of the first and second super columns SC1, SC2, the 16th floor F16-18 of the intermediate part 3 is supported. The floor supporting bodies 3n to 3p that support the floor of the floor F18 are constructed. The construction method is the same as the construction method of the floor support frame 3d on the sixth floor of the intermediate part 3 described above.
[0019]
  After completion of the construction work of the floor supports 3k to 3m that support the floors of the 13th floor F13 to the 15th floor F15 of the intermediate section 3, the floor supports 3g to 3i on the 9th floor F9 to the 11th floor F11 of the intermediate section 3 Form a concrete floor.
  Thereafter, the temporary joining between the upper end of the intermediate pillar 5b and the lower end of the intermediate pillar 5c by the temporary joining tool 6 is removed, the joining plate 6b of the temporary joining tool 6 is removed, and the temporary joining between the intermediate pillar 5b and the intermediate pillar 5c is released. Release the connection with the stud 5c.That is, it cuts off at the temporary joint portion between the intermediate pillar 5b and the intermediate pillar 5c.
  And the column C of the seventh section of the first and second columns SC1, SC27After the construction work of the 16th-floor F16 to 18th-floor F18 frame is completed, a concrete floor is formed on the 13th-floor F13 to 15th-floor F15 frame of the first and second columns SC1 and SC2.
  As shown in FIG. 16, the column C of the seventh node on the 18th floor F18 of the first and second super columns SC1, SC2.7On top of the 12 steel-framed eighth section pillars C8, Liang B1~ B4, Muscle Db1, Db2Etc. are built, and the frame of the 19th to 21st floors of the first and second columns SC1 and SC2 having a rectangular plan view is constructed.
  The intermediate pillar 5f is built in the middle part 3 between the frames of the 19th floor F19 to the 21st floor F21 of the first and second columns SC1 and SC2 so as to correspond to each of the intermediate pillars 5e, and the lower end of each intermediate pillar 5f is joined to the upper end of the intermediate pillar 5e. .
  The floor of the 19th floor F19 of the intermediate part 3 is supported on the upper side of the floor support frame 3p of the 18th floor F18 of the intermediate part 3 between the frame of the 19th floor F19 to the 21st floor F21 of the first and second columns SC1, SC1. The floor support 3q is constructed. The construction method is the same as the construction method of the floor support 3d on the sixth floor F6 of the intermediate part 3.
[0020]
  Middle part 3 19th floor F19Floor supportUpper column 5f on the upper side of the housing 3q and the eighth column C on the front side and the rear side inside the 20th floor F20 of the first and second columns SC1, SC2.8As in the case of the construction of the lower layer super beam SB1 shown in FIG. 9, a part SBc such as a bundle column SBc, a brace SBd, etc. that constitutes the lower chord material SBa of the upper layer super beam SB3 is provided.1, SBd1Lower chord member SBa with upper side1The lower chord member SBa1Both ends of the column 5f or the column C of the eighth section of the 20th floor F20 on the front side or the back side inside each column SC1, SC28The floor support frame 3r that supports the floor of the 20th floor F20 of the intermediate part 3 is constructed in the same manner as the construction of the floor support frame 3b that supports the floor of the fourth floor F4 of the intermediate part 3 .
  After the construction work of the floor support frames 3n to 3p supporting the floors of the 16th floor F16 to the 18th floor F18 of the intermediate part 3 is completed, the floor support structures 3j to 3l of the 12th floor F12 to the 14th floor F14 of the intermediate part 3 Form a concrete floor.
  The column C of the eighth section of the first and second columns SC1, SC28After the construction of the 19th-floor F19 to 21st-floor F21 frame is completed, the concrete floor is formed on the 16th-floor F16 to 18th-floor F18 building frame of the first and second columns SC1 and SC2.
[0021]
Middle part 3The column 5f on the upper side of the frame 3r supporting the floor of the 20th floor F20 and the column C of the eighth section on the 21st floor on the front side and the back side of the columns SC1 and SC2.8And between the studs 5f,As in the case of the construction of the lower layer super beam SB1 shown in FIG.Other parts SBc, such as bundle pillar SBc, brace SBd2, SBd2Is the upper chord member SBb1Each upper chord member SBb1Other parts SBc such as SBc, brace SBd, etc.2, SBd2The lower chord member SBa of the lower chord material SBa of the upper super beam SB31SBc, part of SBc, brace SBd, etc.1, SBd1And each upper chord member SBb1Both ends of the column 5f or the column C of the 8th section on the 21st floor8To form an upper chord material SBb to construct an upper super beam SB3.
  On the upper chord material SBb of the upper super beam SB2, a floor support 3s that supports the roof of the middle part 3 (the 21st floor) is constructed. The construction method is the same as the construction method of the fifth floor floor support 3c of the intermediate part 3.
  After the construction of the floor support frame 3q-3s supporting the floor of the 19th floor F19 to the 21st floor F21 of the intermediate part 3 is completed, the floor support frame 3m to 30 on the 15th floor F15 to the 17th floor F17 of the intermediate part 3 The concrete floor is formed.
  Thereafter, the temporary joining of the upper end of the intermediate pillar 5d and the lower end of the intermediate pillar 5e by the temporary joining tool 7 is released, and the connection between the intermediate pillar 5d and the intermediate pillar 5e is released.That is, it cuts off at the temporary joint portion between the intermediate pillar 5b and the intermediate pillar 5c.
  Further, the concrete floor is formed on the frame of the 19th floor F19 to the 21st floor F21 of the first and second columns SC1, SC2.
  Next, the concrete is formed on the floor supports 3p to 3r of the 18th floor F19 to the 20th floor F20 of the intermediate part 3. Thereafter, a concrete floor is formed on the floor support 3s on the roof (21st floor) of the intermediate part 3.
[0022]
  Attachment of exterior materials, finishing materials, etc., to the floor supports 3b to 3g of the intermediate portion 3 of the structure 10 is, for example, a connecting portion between the intermediate pillar 5b and the intermediate pillar 5c by the temporary joining tool 6.Detachment(Release) After that. Moreover, the attachment of the exterior material, the finishing material, etc. on the floor supports 3h to 3s of the intermediate part 3 of the structure 10 is, for example, a connecting part between the intermediate pillar 5d and the intermediate pillar 5e by the temporary joint 7Detachment(Release) After that.
  In this embodiment, after the formation of the concrete floor on the roof support frame 3s on the roof (21st floor), the upper end of the intermediate pillar 5b and the lower end of the intermediate pillar 5c are finally joined, and the upper end of the intermediate pillar 5d and the intermediate pillar 5e are joined. The lower end of this was joined.
  However, the lower super beam SB1 supports floor supports, concrete floors, exterior materials, finishing materials, etc. on the 4th to 9th floors of the intermediate part 3, and the middle super beam SB2 supports the 10th to 15th floors of the intermediate part 3. After supporting the floor support, concrete floor, exterior material, finishing material, etc., the upper end of the intermediate pillar 5b and the lower end of the intermediate pillar 5c are finally joined (re-joined), and the upper part super beam SB3 is connected to the 16th floor of the intermediate part 3 After the 21st floor support frame, concrete floor and exterior material, finishing material, and the like are supported, the upper end of the intermediate pillar 5d and the lower end of the intermediate pillar 5e may be joined (rejoined).
[0023]
  Next, the relationship between the construction time of the intermediate part 3 of the structure 10 and the level transition of the lower layer, middle layer and upper layer super beams SB1 to SB3 will be described with reference to FIG. The lower layer, middle layer, and upper layer super beams SB1 to SB3 are given a predetermined amount of peeling when they are installed.
(A) The construction time immediately after constructing the lower super beam SB1 and constructing the floor supports 3b and 3c of the fourth floor F4 and the fifth floor F5 of the intermediate portion 3 is the time of FIG. The amount of peeling of the lower super beam SB1 at this time is the maximum.
(B) The construction time immediately after constructing the floor support frame 3d of the sixth floor F6 of the intermediate part 3 on the upper side of the lower super beam SB1 and removing the vent frame 4 is the time of FIG. Vent stand 4ofSince a part of the weight of the lower super beam SB1 and the floor supports 3b to 3d is applied to the lower super beam SB1 by the removal, the amount of peeling of the lower super beam SB1 at this time is slightly smaller than the maximum.
(C) The construction time immediately after the construction of the floor support frames 3e to 3g in the upper intermediate portion 3 of the lower super beam SB1 is the time shown in FIG. The amount of peeling of the lower super beam SB1 at this time becomes a small plus value close to zero.
[0024]
(D) The construction time immediately after the completion of the formation of the concrete floors on the floor supports 3b to 3c of the fourth floor F4 and the fifth floor F5 installed on the lower super beam SB1 is the time of FIG. 17 (d). Since the gravity acting on the lower super beam SB1 increases by the weight of the concrete floors of the fourth floor F4 and the fifth floor F5 of the intermediate part 3, the amount of peeling of the lower super beam SB1 at this time is a small negative value close to zero. become.
(E) Immediately after the floor support frame 3h, 3i is constructed on the upper side of the lower super beam SB1, the lower chord material SBa of the middle super beam SB2 is constructed thereon, and the floor support frame 3j is built integrally with the lower chord material SBa. The construction time is the time shown in FIG. At this time, the amount of peeling of the lower super beam SB1 has a certain negative value, and the amount of turning of the lower chord material SBa of the middle layer super beam SB2 is maximum. (F) The construction time immediately after completing the formation of the concrete floor on the floor supports 3d to 3f of the upper sixth floor F6 to the eighth floor F8 of the lower super beam SB1 is the time shown in FIG. Since the gravity acting on the lower chord material SBa of the lower super beam SB1 and the middle super beam SB2 increases by the weight of the concrete floors of the 6th to 8th floors of the intermediate part 3, the lower super beam SB1 is peeled off at this time. The amount becomes a considerably negative value, and the amount of peeling of the lower chord material SBa of the middle super beam SB2 is slightly reduced.
[0025]
(G) The upper chord material SBb is installed on the upper side of the lower chord material SBa of the middle layer super beam SB2 to construct the middle layer super beam SB2, and the floor support of the 10th floor F10 of the intermediate portion 3 is integrated with the upper chord material SBb of the middle layer super beam SB2. The construction time immediately after constructing the frame 3k and constructing the floor support frames 3l and 3m of the 11th floor F11 and the 12th floor F12 of the intermediate part 3 on the floor support frame 3k is the time of FIG. 17 (g). .
  Since the weight of the increased portion, that is, a part of the weight of the upper chord material SBb and the floor support 3k to 3m of the middle layer super beam SB2 acts on the lower layer super beam SB1 and the middle layer super beam SB2 via the intermediate pillars 5a to 5c. At the time, the amount of peeling of the lower super beam SB1 becomes a large negative value, and the amount of peeling of the middle super beam SB2 is slightly reduced.
(H) The construction time immediately after completing the formation of the concrete floor on the floor supports 3g to 3i of the 9th floor F9 to the 11th floor F11 of the upper middle part 3 of the lower super beam SB1 is shown in FIG. It is time of. At this time, the weight of the increased portion, that is, a part of the weight of the concrete floors of the 9th to 11th floors of the intermediate part 3 acts on the lower super beam SB1 and the middle super beam SB2 via the intermediary pillars 5a to 5c. The amount of peeling of the lower layer super beam SB1 becomes a negative maximum value, and the amount of peeling of the middle layer super beam SB2 is also reduced.
(I) The temporary joining by the temporary joining tool 6 of the upper end of the intermediate pillar 5b and the lower end of the intermediate pillar 5c is released, and the connection between the intermediate pillar 5b and the intermediate pillar 5c is established.Disconnect (release)The construction period immediately after the completion is the period (i) in FIG. Since the load applied to the intermediate pillar 5c is not transmitted to the intermediate pillar 5b, the load supported by the lower super beam SB1 is reduced accordingly, and the peeling of the lower super beam SB1 becomes a relatively small negative value. Since the load to be supported by the middle super beam SB2 increases by the amount that the lower super beam SB1 is no longer supported, the amount of peeling of the middle super beam SB2 becomes a small negative value.
[0026]
(J) The construction time immediately after the construction of the floor supports 3n to 3p of the 16th floor F16 to the 18th floor F18 of the middle part 3 on the upper side of the middle super beam SB2 is the time of FIG. 17 (j). Since a part of the weight of the increased portion, that is, the weight of the floor supporting bodies 3n to 3p of the 16th to 18th floors of the intermediate part 3 acts on the middle super beam SB2 via the intermediary pillars 5d and 5e, The amount of peeling of the middle super beam SB2 has a certain negative value.
(K) The construction time immediately after the completion of the formation of the concrete floor on the floor supports 3j to 3l of the 12th floor F12 to the 14th floor F14 of the intermediate part 3 is the time of FIG.
Since a part of the weight of the increased portion, that is, the weight of the concrete floors of the 12th to 14th floors of the intermediate part 3 acts on the middle-layer super beam SB2 through the intermediate columns 5d and 5e, the middle layer is formed at this time (k). The amount of peeling of the super beam SB2 becomes a minus large value.
(L) The floor support frame 3q of the 19th floor F19 of the upper middle part 3 of the middle layer super beam SB2 is constructed, and the upper layer super beam SB3 composed of the lower chord material SBa, the upper chord material SBb, etc. is constructed and integrated with the lower chord material SBa. The construction time immediately after constructing the floor support frame 3r of the 20th floor F20 of the intermediate part 3 and constructing the floor support frame 3s of the rooftop floor (21st floor) F21 of the intermediate part 3 integrally with the upper chord material SBb is shown in FIG. It is time of l).
A part of the weight of the increased portion, that is, the weight of the upper layer super beam SB3 and the floor supporting bodies 3q to 3s of the 19th to 21st floors of the middle part 3 acts on the middle layer super beam SB2 via the intermediate columns 5d to 5f. Since a part of the weight acts on the upper super beam SB3, at this time, the amount of peeling of the middle layer super beam SB2 is close to the negative maximum, and the amount of turning of the upper layer super beam SB3 is a predetermined positive value. Value.
[0027]
(M) The construction time immediately after completing the formation of the concrete floor on the floor supports 3m to 3o of the 15th floor F15 to the 17th floor F17 of the intermediate part 3 is the time of (m) in FIG.
  Since a part of the weight of the increased portion, that is, the weight of the concrete floors of the 15th to 17th floors of the middle part 3 acts on the intermediate super beam SB2 and the upper super beam SB2 via the intermediary pillars 5d to 5f, The amount of peeling of the middle layer super beam SB2 has a negative maximum value, and the amount of peeling of the upper layer super beam SB3 has a certain positive value.
(N) The temporary joining of the upper end of the intermediate pillar 5d and the lower end of the intermediate pillar 5e by the temporary joining tool 7 is released to connect the intermediate pillar 5d and the intermediate pillar 5e.Disconnect (release)The construction period immediately after the completion is the period (n) in FIG. Since the load applied to the intermediate column 5e is not transmitted to the intermediate column 5d, the load supported by the intermediate super beam SB2 is reduced by that amount, and the peeling of the intermediate super beam SB2 becomes a relatively small negative value. Since the load to be supported by the upper super beam SB3 increases by the amount that the upper super beam SB2 is no longer supported, the amount of peeling of the upper super beam SB3 becomes a very small negative value.
[0028]
(O) The construction time immediately after completing the formation of the concrete floor on the floor supports 3p to 3r of the 18th floor F18 to the 20th floor F20 of the intermediate part 3 is the time of (o) in FIG. The amount of peeling of the upper super beam SB3 is a small negative value.
(P) The construction time immediately after completing the formation of the concrete floor on the floor support frame 3s of the rooftop floor (21st floor) F21 of the intermediate part 3 is the time of FIG. 17 (p). The amount of peeling of the upper super beam SB3 is a certain value of minus.
  In addition, for the construction of the exterior and finish of the structure 10, for example, for the floor supports 3b to 3g, the inter-column 5b and the inter-column 5c are connected by the temporary joint 6Part (release)It carries out sequentially afterwards, and it connects with the temporary joining tool 7 of the pillar 5d and the pillar 5e with respect to the floor support bodies 3h-3s.Part (release)Although sequentially performed later, the connection between the intermediate pillars 5b and 5d and the intermediate pillars 5c and 5e by the temporary joints 6 and 7 is performed.Part (release)If the exterior materials, finishing materials, etc. are placed on the concrete floors on the floor supports 3b-3g, 3h-3m before, the level of the lower, middle and upper superbeams SB1 to SB3 after the structure 10 is completed. The amount of change can be reduced.
[0029]
【The invention's effect】
  The invention described in each claim of the claims has the following effects (a) to (c) by including the configuration described in each claim.
(A) The construction method according to claim 1 has the following effects (1) to (4).
(1) Construction of the middle super beam or construction of one or more layers of the floor support body supporting the floor coupled to the plurality of studs on the upper side of the middle super beam, and at least between the lower super beam and the middle super beam On the condition that the concrete floor is formed on each floor support structure below the part of, the middle of each stud that connects the lower super beam and the middle super beam is cut off at the temporary joint, A part of the load of the middle layer super beam and the floor support supported by the middle layer super beam is not applied to the lower layer super beam, and the upper layer super beam is installed at least between the middle layer super beam and the upper layer super beam. On the condition that the concrete floor is formed on each floor support body below the part, the middle super beam and the upper super beam The middle of the connecting pillars is separated by a temporary joint, so that a part of the load on the upper super beam and the floor support supported by the upper super beam above the separated part of each stud is not applied to the middle super beam. Erection of the middle and upper superbeams, construction of a multi-layer floor support between the middle superbeam and the upper superbeam, and the formation and support of a concrete floor on the floor support by a plurality of studs In this case, the lower layer and the middle layer super beam are not excessively loaded, and are substantially uniform in at least two lower layer, middle layer, and upper layer super beams spaced at the same level in the lower layer, middle layer, and upper layer. It is easy to apply a load.
(2) Each stud that connects between the lower super beam and the middle super beam and between the middle super beam and the upper super beam.Those when buildingThe temporary joint part is positioned so that the temporary joint part of the stud of the stud is located at an intermediate separation point.ThenA gap is made between the upper end of the lower column node and the lower end of the upper column node,Build the upper node studs above the lower node studsUse a temporary joint to connect the upper part of the lower stud section and the lower part of the upper stud section.Temporarily joinIn addition, since the intermediate part of the intermediate pillar is separated at the temporary joint portion by the temporary joining tool, the separation work of the intermediate pillar becomes easy, and the work of the final joining (re-joining) after the separation becomes easy, and the final joining is strengthened. In addition, this joint can be cleaned.
  In addition,In the temporary jointIn the lower columnBuild a pillar on the upper node on the upper sideUse a temporary joint to connect the upper part of the lower stud section and the lower part of the upper stud section.Temporarily joinedI will leaveThe part above the temporary joint of the studs built in combination with the lower super beam or middle super beamTo beamTieIt is possible to easily form the floor support body to be combined.
[0030]
(3) Installation of one or more layers of a floor support body for supporting a floor connected to a plurality of studs on the upper side of the middle layer super beam, or between the lower layer super beam and the middle layer super beam. On the condition that the concrete floor is formed on each floor support structure below the part of the intermediate part, the middle part of each stud that connects the lower super beam and the middle super beam is cut off, and a plurality of layers above the cut part of each stud In order to prevent a part of the load of the floor support and the middle super beam from being applied to the lower super beam, the lower super beam supporting the multiple layers of the floor support below the separation of each stud is placed on the floor support. A part of the concrete floor formed on the floor is partly loaded, and the floor support and lower super beam located below the separation of each stud The concrete floor lighter exterior material than, be attached to finish the like, deformation of the lower layer super beam and floor支躯body is relatively small. The same effect can also be obtained when the middle part of each stud that connects the middle layer super beam and the upper layer super beam is cut off. Therefore, construction such as exterior and finishing can be performed at an early stage, which helps shorten the construction period.
(4) Since a predetermined load is applied to the lower layer, the middle layer and the upper layer super beam by providing a concrete floor on at least each floor support body, the separation part of each stud is fully joined. The load shared by the upper super beam can be made substantially uniform, and the deformation amount of the lower layer, middle layer, upper layer super beam, floor support and the like after the structure is completed can be kept small.
[0031]
(B) The construction method according to claim 2 not only can achieve the effects (1) to (4), but also has the following effects (5) and (6).
(5) At least two lower superbeams arranged at the same level in the lower layer are assembled on a plurality of frames temporarily installed at the lower part between the supercolumns, and both ends thereof are joined to the supercolumn. The floor support frame for supporting the floor between the lower chord members and between the upper chord members is constructed by connecting the ends of the lower chord members or the upper chord members and the super column to the lower super beam.BuiltSince each floor is removed after connecting the end of the floor support frame made by connecting beams to a plurality of studs to the super column and installing each layer, a large load does not act on the frame. Reinforcement work of the lower frame between the super columns, which are temporary parts of the gantry, is simplified. Further, since the gantry can be removed at an early stage, the space below the lower super beam can be used freely, and the construction period can be shortened.
(6) A floor support frame for supporting the floor between the lower chord material and the upper chord material between the lower chord material and the upper chord material is connected to the lower chord material or the upper chord material and the super column with their ends respectively installed, A structure including at least two lower super beams composed of a floor support coupled to the lower chord material of the lower super beam and a floor support coupled to the upper chord material of the lower super beam is coupled to each other and strengthened. In addition, the structure is integrated with a single-layer floor support member, which is coupled to the lower super beam via a plurality of studs and has an end coupled to the super column. Because it is further strengthened, even if the gantry is removed, to the upper side of the one-layer floor support above each lower super beam,BuiltA large number of floor supports that support the floor by joining beams to a plurality of intermediate pillars are installed, or a middle super beam is constructed by joining a pillar to the upper side of these multiple layers of floor supports. A large number of floor support frames can be installed on the upper side of the super beam, and temporary scaffolds and mounts can be used in the same way as ordinary steel multi-layer structures. To do.
[0032]
(CClaim3The construction method described isIn addition to the effects (1) to (6), the following effect (7) is achieved.
(7) The lower layer, the middle layer, and the upper layer super beam are formed at the time of erection, and immediately after the middle of the intermediate pillar connecting the lower layer super beam and the middle layer super beam is cut off by the temporary joint, The amount of peeling is a small negative value, and immediately after the middle column between the middle layer and upper layer super beam is cut off at the temporary joint, the amount of peeling of the middle layer and upper layer super beam is small and minus. Therefore, even after the multi-layer structure is completed, the intermediate portions of the lower layer, the middle layer, and the upper layer super beam can be maintained substantially horizontally.
[Brief description of the drawings]
FIG. 1 is a schematic front view of a multilayer structure according to an embodiment.
FIG. 2 is a schematic side view of the multilayer structure of the example.
3 is a plan view of the multilayer structure shown in FIG. 1 taken along line AA.
4 is a plan view of the multilayer structure shown in FIG. 1 taken along line BB.
FIG. 5 Example pillarsTemporarily joinFront view of temporary joint
Figure 0003755117
FIG. 17 is a diagram showing the level transition according to the construction time of the lower layer super beam, the middle layer super beam, and the upper layer super beam of the multilayer structure of the example.
[Explanation of symbols]
10 Multi-layer structure
3 Middle part of structure
3a Underground building in the middle
3a1  Middle floor on the first floor
3b-3r floor support frame
3b1  Outer beam
3b2  Short direction beam
3b3  Longitudinal beam
3s floor support structure on the roof
4 Vent
5a-5f stud
6,7 Temporary joint
6a1, 6a27a17a2  Joint piece
6b, 7b bonding plate
The space of the atrium that becomes the As atrium
B1~ B4  Super Column Beam
BF1, BF2 1st basement, 2nd basement
C1~ C8  Pillars from Super Column 1st to 8th Section
Db1, Db2  Super column brace
F1 to F20 1st floor to 20th floor
F21 rooftop floor
BF1, BF2 1st basement, 2nd basement
Fm basics
SB1 Lower super beam
SB2 Middle super beam
SB3 Upper super beam
SBa Super Beam Lower Chord Material
SBb Superstring upper chord material
SBc Super beam bundle
SBb Super beam brace
SC1 1st Super Column
SC2 2nd Super Column

Claims (3)

間隔をおいて両側にそれぞれ建てられたスーパーコラムと、地表面から所定寸法上方の同じレベルに間隔をおいて配されてその両端がスーパーコラムに結合された少なくとも２つの下層スーパービームと、下層スーパービームから所定寸法上方の同じレベルに間隔をおいて配されてその両端がスーパーコラムに結合された少なくとも２つの中層スーパービームと、中層スーパービームから所定寸法上方の同じレベルに間隔をおいて配されてその両端がスーパーコラムに結合された少なくとも２つの上層スーパービームを含み、下層スーパービームと中層スーパービームとの間及び中層スーパービームと上層スーパービームとの間に配されてその両端がスーパーコラムに結合され、かつ複数の間柱を介して下層及び中層スーパービーム又は中層及び上層スーパービームに結合されている中間部の多数層の床支躯体を含み、下層、中層及び上層スーパービームが下弦材、上弦材、束柱、筋かい等を結合して構成されている多層構造物の建方工法において、両側のスーパーコラムを構築しながら、下層の同じレベルに間隔をおいて配する少なくとも２つの下層スーパービームを組み立てて、その両端をスーパーコラムに接合し、下層スーパービーム間に床を支持する床支躯体をその端を下層スーパービーム及びスーパーコラムに結合して少なくとも１層架設し、下層スーパービームの上側に下層スーパービームに結合されて建っている複数の間柱に梁を結合してなる床支躯体をその両端をスーパーコラムに結合して前記間柱の下方から上方へ順に間隔をおいて多数層架設し、下層スーパービームと中層スーパービームとの間を連結する各間柱を建てるときに、それらの中間の後記の切り離し個所に間柱の節の仮接合部が位置するようにして、前記仮接合部では下方の間柱の節の上端と上方の間柱の節の下端との間に隙間をあけて、下方の節の間柱の上側に上方の節の間柱を建てて下方の間柱の節の上部と上方の間柱の節の下部とを仮接合具を使って仮接合しておくようにし、下層スーパービームの上側に架設した多数層の床支躯体の最も上のものの上側に建っている間柱に結合して、中層の同じレベルに間隔をおいて配する少なくとも２つの中層スーパービームを架設し、中層スーパービームの両端をスーパーコラムに接合し、中層スーパービーム間に床を支持する床支躯体をその端を中層スーパービーム及びスーパーコラムに結合して少なくとも１層架設し、中層スーパービームの上側に中層スーパービームに結合されて建っている複数の間柱に梁を結合してなる床支躯体を前記間柱の下方から上方へ順に間隔をおいて多数層架設し、中層スーパービームと上層スーパービームとの間を連結する各間柱を建てるときに、それらの中間の後記の切り離し個所に間柱の節の仮接合部が位置するようにして、この仮接合部を下層スーパービームと中層スーパービームとの間を連結する間柱の中間の切り離し箇所の間柱の節の前記の仮接合部と同じにし、中層スーパービームの上側に架設した多数層の床支躯体の最も上のものの上側に建っている間柱に結合して、上層の同じレベルに間隔をおいて少なくとも２つの上層スーパービームを架設し、上層スーパービームの両端をスーパーコラムに接合し、上層スーパービーム間に床を支持する床支躯体をその端を上層スーパービーム及びスーパーコラムに結合して少なくとも１層架設し、中層スーパービームの架設又は中層スーパービームの上側への複数の間柱に結合しての床を支持する床支躯体の１層以上の架設と、少なくとも下層スーパービームと中層スーパービームとの中間の部分以下の各床支躯体上へのコンクリート床の形成とを条件として、下層スーパービームと中層スーパービームとを連結する各間柱の中間を前記仮接合部で切り離し、この間柱の切り離し部より上方の中層スーパービームに支持される床支躯体等の荷重の一部が下層スーパービームにかからないようにし、また、上層スーパービームの架設と、少なくとも中層スーパービームと上層スーパービームとの中間の部分以下の各床支躯体上へのコンクリート床の形成とを条件として、中層スーパービームと上層スーパービームとを連結する各間柱の中間を前記仮接合部で切り離し、この間柱の切り離し部より上方の上層スーパービームに支持される床支躯体等の荷重の一部が中層スーパービームにかからないようにし、少なくとも各床支躯体上へコンクリート床を設けることにより下層、中層及び上層スーパービームに所定の荷重がかかった状態にした後に、各間柱の切り離し部を本接合することを特徴とする３層のスーパービームを備えた多層構造物の建方工法。A super column built on both sides at intervals, at least two lower super beams arranged at the same level above the ground surface and spaced at the same level and coupled at both ends to the super column, and a lower super At least two middle layer superbeams spaced at the same level above the beam by a predetermined dimension and connected at both ends to the supercolumn, and spaced at the same level above the middle layer superbeam by a predetermined dimension Te both ends comprises at least two upper super beam coupled to the super column, at both ends thereof super column disposed between and between the middle layer super beam and upper super beam with lower super beam, an intermediate super beam Lower and middle superbeams or middle layers that are joined and via multiple studs A multi-layered floor support that is connected to the upper super beam, and the lower, middle, and upper super beams are composed of lower chord, upper chord, bundle column, brace, etc. In the construction method of the structure, assembling super columns on both sides, assembling at least two lower super beams spaced at the same level in the lower layer, and joining both ends to the super column. At least one layer of the floor supporting body supporting the floor in between is connected to the lower super beam and the super column, and the beam is attached to the plurality of studs that are connected to the lower super beam on the upper side of the lower super beam. bridged multiple layers at intervals sequentially upward bound to become the floor支躯body both ends from below of the stud coupled to the super column and lower super When building each stud for connecting the over arm and middle super beam, those as temporary joint sections of studs is located below in disconnecting point of the intermediate, the lower the temporary joint stud section with a gap between the lower end of the upper end and the upper stud section sections above the studs of the lower section built a stud of the upper section of the section of the stud below the top and above the studs The lower part of the intermediate layer is temporarily joined using a temporary joining tool, and is connected to a pillar that is built on the upper side of the uppermost layer of the multi-layered floor support frame that is built on the upper side of the lower super beam. At least two middle-layer superbeams spaced at the same level are installed, both ends of the middle-layer superbeam are joined to the supercolumn, and a floor support body that supports the floor between the middle-layer superbeams has its end at the middle-layer superbeam. Connected to beam and super column Combined and bridged at least one layer, your interval sequentially floor支躯body formed by coupling the beam into a plurality of studs is built coupled to intermediate super beam above the middle super beam from below of the stud upward When constructing each of the studs connecting multiple layers and connecting the middle and upper superbeams, the temporary joints of the joints of the studs are located at the separation points in the middle of them. temporary joint the lower super beam, an intermediate super beam equal west and the provisional joint sections studs intermediate disconnecting position studs for connecting the floor supporting many layers bridged to the upper middle super beam attached to studs that stands on the uppermost one of the above precursors, the same level of the upper layer at intervals bridged at least two upper super beam, scan the both ends of the upper super beam At least one layer of a floor supporting body joined to the par column and supporting the floor between the upper super beam is connected to the upper super beam and the super column, and the middle super beam is installed or the upper layer of the middle super beam is moved upward. Construction of one or more layers of floor supports that support the floor connected to a plurality of studs, and formation of concrete floors on each floor support at least below the middle part of the lower and middle super beams As a condition, the middle of each of the studs connecting the lower layer super beam and the middle layer super beam is cut off by the temporary joint, and one load of the floor supporting frame supported by the middle layer super beam above the cut off part of the stud is removed. Do not cover the lower super beam, and install the upper super beam, at least the middle super beam and the upper super beam. On the condition that the concrete floor is formed on each floor support body below the middle part of the beam, the middle of each of the intermediate columns connecting the middle super beam and the upper super beam is cut off at the temporary joint, and Lower the middle, upper, and upper superbeams by providing a concrete floor on each floor support so that part of the load of the floor support supported by the upper superbeam above the cut-off portion is not applied to the middle superbeam. A construction method for a multi-layered structure having a three-layer super beam, characterized in that after a predetermined load is applied, a cut-off portion of each stud is fully joined. 下層の同じレベルに間隔をおいて配する少なくとも２つの下層スーパービームをスーパーコラム間の下部に仮設した複数の架台上において組み立てて、その両端をスーパーコラムに接合し、各下層スーパービームの下弦材間及び上弦材間に床を支持する床支躯体を前記下弦材又は上弦材及びスーパーコラムにその端を結合してそれぞれ架設し、下層スーパービームの上側に下層スーパービームに結合して建てられている複数の間柱に梁を結合してなる床支躯体をスーパーコラムにその端を結合して１層架設した後に、各架台を撤去し、それから、下層スーパービームの上方へ架設した前記１層の床支躯体の上側にこれと結合して建てられる複数の間柱に梁を結合してなる床支躯体を前記間柱の下方から上方へ順に間隔をおいて多数層架設することを特徴とする請求項１に記載の３層のスーパービームを備えた多層構造物の建方工法。Assemble at least two lower layer superbeams spaced at the same level in the lower layer on a plurality of frames temporarily installed between the supercolumns, and join both ends to the supercolumn. floor支躯supporting the floor erection each bind its ends to the lower chord member or upper chord member and a super column between and between upper chord member, is built by combining the lower layer super beam above the lower layer super beam A floor support frame formed by connecting beams to a plurality of intermediate pillars is connected to one end of a super column, and one layer is installed, and then each frame is removed, and then the one layer of the first layer installed above the lower super beam to erection multiple layer floor支躯body formed by coupling the beam into a plurality of studs which are built to bind thereto on the upper side of the floor支躯body at intervals in order from the bottom to the top of the studs Erection method of multi-layer structure having a super beam three layers according to claim 1, wherein the door. 架設時にむくりを付けて下層、中層及び上層スーパービームを形成して、下層スーパービームと中層スーパービームとを連結する間柱の中間を仮接合部で切り離した直後に、下層スーパービームのむくり量がマイナスの小さな値になり、中層スーパービームと上層スーパービームとを連結する間柱の中間を仮接合部で切り離した直後に、中層スーパービーム及び上層スーパービームのむくり量がマイナスの小さな値になるようにすることを特徴とする請求項１又は２に記載の３層のスーパービームを備えた多層構造物の建方工法。The lower layer, middle layer, and upper layer superbeams are formed at the time of erection, and the amount of lower layer superbeams is cut immediately after the middle of the middle column connecting the lower layer super beam and the middle layer super beam is cut off at the temporary joint. Becomes a small negative value, and immediately after the intermediate column connecting the middle layer super beam and the upper layer super beam is separated by a temporary joint, the amount of peeling of the middle layer super beam and the upper layer super beam becomes a small minus value. The construction method for a multilayer structure having a three-layer super beam according to claim 1 or 2, wherein the construction method is a multi-layer structure.
JP33491096A 1996-11-29 1996-11-29 Construction method of multi-layer structure with multiple super beams Expired - Fee Related JP3755117B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP33491096A JP3755117B2 (en) 1996-11-29 1996-11-29 Construction method of multi-layer structure with multiple super beams

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP33491096A JP3755117B2 (en) 1996-11-29 1996-11-29 Construction method of multi-layer structure with multiple super beams

Publications (2)

Publication Number Publication Date
JPH10159344A JPH10159344A (en) 1998-06-16
JP3755117B2 true JP3755117B2 (en) 2006-03-15

Family

ID=18282612

Family Applications (1)

Application Number Title Priority Date Filing Date
JP33491096A Expired - Fee Related JP3755117B2 (en) 1996-11-29 1996-11-29 Construction method of multi-layer structure with multiple super beams

Country Status (1)

Country Link
JP (1) JP3755117B2 (en)

Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP5737578B2 (en) * 2011-06-15 2015-06-17 清水建設株式会社 Construction method of suspended structure
JP6751311B2 (en) * 2016-06-01 2020-09-02 株式会社竹中工務店 Building construction method
JP6917720B2 (en) * 2017-01-30 2021-08-11 大成建設株式会社 How to build a composite suspended structure
JP6914162B2 (en) * 2017-09-29 2021-08-04 株式会社竹中工務店 Separation and reconnection method of skeleton members
JP7169765B2 (en) * 2018-04-20 2022-11-11 大成建設株式会社 How to build structures
JP7045307B2 (en) * 2018-12-18 2022-03-31 株式会社竹中工務店 Construction method of suspended structure
CN113737986B (en) * 2021-08-03 2023-03-24 中建钢构工程有限公司 Installation and construction method of steel beam on shear wall

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2700811B2 (en) * 1988-11-16 1998-01-21 株式会社竹中工務店 Construction method of structure including super frame
JP3247749B2 (en) * 1993-02-19 2002-01-21 株式会社竹中工務店 Construction method of long span truss beams
JP2674457B2 (en) * 1993-02-25 1997-11-12 鹿島建設株式会社 Building structure
JP3413584B2 (en) * 1995-04-04 2003-06-03 清水建設株式会社 Construction method of frame structure

Also Published As

Publication number Publication date
JPH10159344A (en) 1998-06-16

Similar Documents

Publication Publication Date Title
JP3260266B2 (en) Unit building and its construction method
US4023315A (en) Prefabricated buildings
JPH02243845A (en) Stereo skelton structure and constituting method thereof
WO2008153279A1 (en) Horizontal unit equipped with connecting device and modular structure using the same
JP3755117B2 (en) Construction method of multi-layer structure with multiple super beams
JP4996370B2 (en) Frame assembly method and building frame
JPH04323435A (en) Assembling type construction
JP3474065B2 (en) Unit building and its construction method
JP3847029B2 (en) Box-type building
JP3579596B2 (en) Unit building and its construction method
JPS58176342A (en) Construction of building
JP2003074122A (en) Unit building and expansion unit
JPH11172770A (en) Building unit without column and beam, its building method, and unit building
JP3574625B2 (en) Unit building and its construction method
JP4234294B2 (en) Reinforcement plate and unit building
JPH09317197A (en) Reinforcing method unit building and building unit
JPH1181474A (en) Building unit and unit type building
JP3429629B2 (en) Unit building and its construction method
JP2661302B2 (en) Grating floor construction method
EA040697B1 (en) MULTI-HOLLOW-HOUSE PLATE FOR THE SBC SYSTEM OF A PREFABRICATED GAMBER-LESS FRAME
JPH1162079A (en) Floor block construction method for steel structure frame
JP2990417B2 (en) Metal fittings for transporting buildings
JPH02274974A (en) Self-running type builtup parking area
CN116791747A (en) Subway vehicle section cover plate assembly type beam column node structure and construction method
CN113622514A (en) Steel structure module building component and use method thereof

Legal Events

Date Code Title Description
A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20040817

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20040921

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20041122

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20050607

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20050805

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20051206

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20051209

R150 Certificate of patent or registration of utility model

Free format text: JAPANESE INTERMEDIATE CODE: R150

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20100106

Year of fee payment: 4

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20110106

Year of fee payment: 5

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20120106

Year of fee payment: 6

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20130106

Year of fee payment: 7

LAPS Cancellation because of no payment of annual fees