JPH10159344A - Building method of multi-layered structure provided with a plurality of super beam - Google Patents
Building method of multi-layered structure provided with a plurality of super beamInfo
- Publication number
- JPH10159344A JPH10159344A JP8334910A JP33491096A JPH10159344A JP H10159344 A JPH10159344 A JP H10159344A JP 8334910 A JP8334910 A JP 8334910A JP 33491096 A JP33491096 A JP 33491096A JP H10159344 A JPH10159344 A JP H10159344A
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- Japan
- Prior art keywords
- super
- layer
- floor
- beams
- layers
- 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.)
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Abstract
Description
【０００１】[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。BACKGROUND OF THE INVENTION The present invention relates to a method for constructing a multi-layered structure, and more particularly to a method for constructing a plurality of super beams at intervals in a vertical direction between a first and a second super column.
The present invention relates to a method for constructing a multilayer structure in which a floor support for supporting a plurality of layers of floors is provided between the super beams.
【０００２】[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。2. Description of the Related Art There is a multi-layer structure in which an atrium of a vertical atrium space corresponding to a plurality of floors is formed in a central portion of a lower layer of the structure. As a conventional construction method of a multilayer structure having an atrium with a stairwell, for example, there is a construction method using a vent (pier) gantry. In the method using this vent gantry, a vent gantry having a height substantially equal to the height of the space is provided at a plurality of locations on the bottom of the space where the atrium of the atrium is to be formed, and the upper portion of the space is formed. A multilayer structure is constructed while supporting a plurality of layers to be supported by a vent frame, and each vent frame is removed after it becomes unnecessary to support the multi-layer structure above the space by the vent frame. It is. In addition, in the construction method of the multi-story seismic isolation system, a multi-story large frame consisting of columns and beams is constructed, and the internal space of each layer of the large frame is composed of multiple layers of floors or beam floors, respectively. The small frame group is suspended and supported via a hanging material suspended from the beam of the large frame so that a gap is formed between the small frame group and the floor of the small frame group. There is a construction method in which the beam floor is fixed to the tip and the middle of the hanging material (for example, see Japanese Patent Publication No. 5-2073).
【０００３】[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、各層のスーパ
ービームの負担荷重の均等化が容易で、ベント架台の設
置部の補強が簡単で、ベント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。According to the above-mentioned conventional method using a vent frame, when a multi-layer structure is to be constructed above a space of a stairwell serving as an atrium, a large size is required for each vent frame supporting the structure. Since a load is applied, it is necessary to reinforce the bottom of the space where the atrium is to be formed, or to reinforce the vent frame, and there is a disadvantage that the reinforcement and reinforcement require much labor and cost. In addition, there is a disadvantage that the period in which the vent gantry is provided is long, and the start of finishing work of a structure such as a lower portion of the space is delayed. further,
Disassembling the vent cradle deforms the building under construction, so there is a disadvantage that the exterior work or the like cannot be performed unless the vent cradle is dismantled. In the above-described conventional construction method of a multi-story seismic isolation structure, the load applied to each beam of the large frame is determined by the number of small frame groups that are suspended and supported via the hanging members suspended from the beam. Since it is decided, 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 large loads only with suspension materials. is there. Also, a hanging member suspended from each beam of the large frame so that a group of small frames composed of a plurality of floors or beam floors is formed between the small frame group and the surrounding portion of the internal space of each layer of the large frame. There is also a drawback that the shape and arrangement of the group of small frames are restricted because they are suspended and supported through the support. Furthermore, the work of fixing the floor or beam floor of the small frame group to the tip and the intermediate part of the hanging material requires many temporary scaffolds, frames, and the like, and is inferior in workability. The problem to be solved by the present invention is to provide a method for constructing a multilayered structure that does not have the above-mentioned disadvantages of the prior art, in other words, it is easy to equalize the burden load of the super beam of each layer, It is easy to reinforce the installation part of the vent frame, the installation period of the vent frame is short, and the use of temporary scaffolds, gantry etc. is the same as that of ordinary steel frame multilayer structure, It is an object of the present invention to provide a method of constructing a multi-layered structure in which work such as exterior and finish can be performed from the lower layer, and has good workability.
【０００４】[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、この発明の複数層のスーパービー
ムを備えた多層構造物の建方工法は、間隔をおいて第１
スーパーコラムと第２スーパーコラムとを構築しなが
ら、第１スーパーコラムと第２スーパーコラムとの中間
に、最下層の同じレベルに間隔をおいて配する少なくと
も２つのスーパービームを架設し、最下層の各スーパー
ビームの中途に一本以上の間柱を立設し、最下層の各ス
ーパービームの上側に前記間柱を使って床を支持する床
支躯体を間隔をおいて複数層架設し、最下層の各スーパ
ービームの上側の複数層の床支躯体の上側に間柱を使っ
て最下層の一つ上の層の同じレベルに間隔をおいて配す
る少なくとも２つのスーパービームを架設し、最下層の
一つ上の層の各スーパービームの上側にそれらのスーパ
ービームの中途に立設した１本以上の間柱を使って床を
支持する床支躯体を間隔をおいて複数層架設し、上記と
同じやり方で複数層の同じレベルに間隔をおいて配する
少なくとも２つのスーパービームとそれらの層間に床を
支持する床支躯体を間隔をおいて複数層架設する複数層
のスーパービームを備えた多層構造物の建方工法におい
て、最下層の一つ上の層の各スーパービームの架設後又
は最下層の一つ上の層の各スーパービームの上側への床
を支持する床支躯体の１層以上の架設後に、最下層の各
スーパービームと該最下層の一つ上の層の各スーパービ
ームとを連結する各間柱の略中間の部分を切断し、各間
柱の切断した部分より上方の最下層の一つ上の層の各ス
ーパービーム及び該層の各スーパービームの上側の１層
以上の床支躯体等の荷重の一部が最下層の各スーパービ
ームにかからないようにし、上記と同じ条件で、ある層
の各スーパービームと前記ある層の一つ上の層の各スー
パービームとを連結する各間柱の中間の部分を切断しな
から、順次、その上の層の同じレベルに間隔をおいて配
する少なくとも２つのスーパービームの架設、それらの
上側等への床を支持する床支躯体の架設を行うものであ
る。SUMMARY OF THE INVENTION The present invention can solve the above-mentioned problems, and the method for constructing a multilayer structure having a plurality of super beams according to the present invention comprises the steps of:
While constructing the super column and the second super column, at least two super beams spaced at the same level of the lowermost layer are installed between the first super column and the second super column. One or more studs are erected in the middle of each super beam, and a plurality of floor supports that support the floor using the studs are spaced apart above the lowermost super beam, and the lower stratum is erected. At least two super beams spaced at the same level of the layer above the lowermost layer using studs above the floor supports of multiple layers above each superbeam of A plurality of floor supports that support the floor using one or more studs erected in the middle of those super beams above each super beam in the upper layer are installed at intervals and are the same as above. Multiple layers in a way Construction method of a multilayer structure having at least two super beams spaced at the same level and a plurality of layers of super beams in which a plurality of layers are provided at intervals between floor supports supporting the floor between the layers. In the above, after the erection of each super beam of the layer immediately above the lowermost layer or after the erection of one or more layers of the floor support supporting the floor above each super beam of the layer immediately above the lowermost layer, Cut approximately the middle part of each stud connecting each super beam of the lower layer and each super beam of the layer one layer above the lowest layer, and cut one part of the lowest layer above the cut part of each stud. A part of the load of each super beam of the layer and one or more layers of the floor support above the super beam of the layer is prevented from being applied to each of the super beams of the lowermost layer. Super beam and one of the layers Without cutting the middle part of each stud connecting each superbeam of the upper layer, erection of at least two superbeams spaced in sequence at the same level of the layer above it, above them The construction of the floor support to support the floor on the floor is performed.
【０００５】この発明の好適な実施形態においては、間
隔をおいて第１スーパーコラムと第２スーパーコラムと
を構築しながら、第１スーパーコラムと第２スーパーコ
ラムとの中間の下部に複数のベント架台を仮設し、最下
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
スーパービームを前記ベント架台上において組み立て
て、最下層の各スーパービームの両端を第１及び第２ス
ーパーコラムに接合し、かつ最下層の各スーパービーム
間に床を支持する床支躯体を少なくとも１層架設し、床
支躯体が架設された最下層の各スーパービームの架設後
又は最下層の各スーパービームの上側へ間柱を使っての
床を支持する床支躯体の１層以上の架設後に、前記ベン
ト架台を撤去し、最下層の各スーパービームの上側又は
前記１層以上の床支躯体の上側に間柱を使って床を支持
する床支躯体を間隔をおいて複数層架設し、さらに、最
下層の一つ上の層、該層よりさらに上の層のスーパービ
ームの架設や複数層の床支躯体の架設を行なうようにす
る。また、この発明の好適な実施形態においては、最下
層（ある層）の一つ上の層の各スーパービームの架設又
は最下層（ある層）の一つ上の層の各スーパービームの
上側への複数の間柱を使っての床を支持する床支躯体の
１層以上の架設と、少なくとも最下層（ある層）の各ス
ーパービームと最下層（ある層）の一つ上の層の各スー
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、最下層（ある層）の
各スーパービームと最下層（ある層）の一つ上の層の各
スーパービームとを連結する各間柱の中間の部分を切断
するようにする。[0005] In a preferred embodiment of the present invention, a plurality of vents are provided at a lower portion between the first super column and the second super column while the first super column and the second super column are constructed at intervals. A gantry is temporarily provided, and at least two super beams spaced at the same level of the lowermost layer are assembled on the vent gantry, and both ends of each superbeam of the lowermost layer are joined to the first and second super columns. And, at least one floor support that supports the floor is installed between the super beams of the lowermost layer, and after the super beams of the lowermost layer on which the floor supports are installed or above each of the super beams of the lowermost layer. After erection of one or more layers of a floor support that supports the floor using studs, the vent frame is removed, and the upper side of each lower super beam or the one or more floor supports On the upper side of the body, a plurality of floor supports that support the floor using studs are installed at intervals, and furthermore, the super beam of the layer one layer above the lowermost layer and the layer above this layer is installed. The floor support of the layer is to be erected. In a preferred embodiment of the present invention, each super beam of the layer immediately above the lowermost layer (certain layer) is erected or the upper side of each super beam of the layer immediately above the lowermost layer (certain layer). Erection of one or more layers of floor support that supports the floor using a plurality of studs, and at least each super beam of the lowest layer (a certain layer) and each super beam of the layer above the lowest layer (a certain layer) Each super beam of the lowest layer (a certain layer) and each super of the layer immediately above the lowest layer (a certain layer), provided that a concrete floor is formed on each floor supporting structure below the intermediate part of the beam. The middle part of each stud connecting the beam is cut.
【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）架設時の同じレベルに間隔をおいて配する少なく
とも２つのスーパービームは、むくりを付けて形成し、
多層構造物の完成後になつても、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）ある層の同じレベルに間隔をおいて配する少なく
とも２つのスーパービームと前記ある層より一つ上の層
の同じレベルに間隔をおいて配する少なくとも２つのス
ーパービームとを連結する複数の間柱の切断すべき部分
を仮接合具を使って連結しておき、仮接合具の部分で間
柱の切断を行うようにする。このようにすると、間柱の
切断及び切断後の再接合が容易になる。 （３）ある層の少なくとも２つのスーパービームに少な
くとも該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、かつある層の一つ上の層の少なくとも２つのスーパ
ービームに少なくとも該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、ある層の各スーパービームとあ
る層の一つ上の層の各スーパービームとを連結する複数
の間柱の切断部の再接合を行う。In a preferred embodiment of the present invention,
The following (1) to (3) are performed. (1) At least two super beams spaced at the same level at the time of erection are formed by peeling,
Even after completion of the multilayer structure, the middle of each super beam can be maintained substantially horizontal. (2) a plurality of super beams connecting at least two super beams spaced at the same level of a certain layer and at least two super beams spaced at the same level of a layer one layer above the certain layer; The portion of the stud to be cut is connected using a temporary joint, and the stud is cut at the temporary joint. This facilitates the cutting of the stud and the rejoining after the cutting. (3) At least two super beams of a certain layer are supported at least by a plurality of floor supports supported by the super beams and concrete floors above them via studs, and After supporting at least two super beams at least a plurality of floor supports and the concrete floor on which the super beams are shared via studs, each super beam of a layer and one of the layers The rejoining of the cut portions of the plurality of studs connecting each super beam of the layer.
【０００７】[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〜Ｂ
4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ＢＦ
２，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ＢＦ
１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。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment is shown in FIGS. 1 to 17 and is an example in which the invention of this application is applied to the construction of a structure having two floors below ground and 20 floors above ground with super beams of lower, middle and upper layers. It is. As shown in FIGS. 1 and 2, at intervals in the ground of the portion to be building a structure 10 to form a plurality of basic Taibashira Fm 1 and foundation walls Fm 2, basic Taibashira Fm 1, foundation wall Fm 2
Are connected by a foundation beam Fm 3 or the like to form the foundation Fm of the structure 10. On the left side of the foundation Fm, as shown in FIG. 1, FIG. 2, FIG. 6 and FIG.
The column C 1 of the knot, the beams B 1 to B 4, etc. are erected, and the second floor BF2 of the first super column SC1 whose left side is rectangular in plan view,
The skeleton of the first basement floor BF1 and the first basement floor F1 is constructed. On the right side of the foundation Fm, as shown in FIGS. 1, 2, 6 and 7, 12 steel-frame first section columns C 1 and beams B 1 to B 1
4 and the like are built to construct a frame of the second basement floor BF2, the first basement floor BF1, and the first floor F1 of the second super column SC2 having a rectangular plan view on the right. On the intermediate portion of the underlying Fm, as shown in FIGS. 1, 6 and 7, the pillar C of a plurality of steel frame, is built up the beam B 5, etc., 2 basement of the intermediate portion 3 BF
2. A frame 3a of the first basement floor BF1 and the first floor F1 is constructed, and the upper surface of the frame 3a supports the floor 3a1 of the first floor F1. The precursor consisting of the first and second column SC1, pillars C 1 of the first section of the SC2 mag, the floor and walls of the necessary portions, for example, to enhance building with rebar Konkurito granulation or the like. In addition, the second basement floor BF2 and the first basement floor BF2 of the intermediate part 3
The first frame 3a is constructed by reinforcing a floor or a wall of a necessary portion thereof (particularly, an installation portion of the vent frame 4) with, for example, a reinforced concrete structure or the like, and strengthens the intermediate portion 3 via the vent frame 4 described later. to withstand the load such as a lower-layer super beam SB1 acting on building frame 3a and floors 3a 1.
【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Ｃ
2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ＳＣ
１，ＳＣ２の４階Ｆ４〜６階Ｆ６の躯体を構築する。As shown in FIG. 1, FIG. 2 and FIG. 7, the column C 1 of the first section of the first and second super columns SC1, SC2.
Twelve steel-framed second-column columns C 2 , beams B 1 to B 4 , braces Db 1 , Db 2, etc. are erected on the frame of the first floor F 1 composed of Of the first and second columns SC1,
Construct the second floor F2 and the third floor F2 of SC2. FIG.
As shown in FIG. 8 and the floor 3a 1 on the first floor above the middle section 3.
The front portion of the space As of the upper atrium become blow, on the floor 3a 1 of the central portion and the rear side, a plurality (e.g., having a height substantially the height to match the space As, the front section 2
(A total of eight units, four at the center and four at the center and two at the rear)). Before, after or in parallel with the temporary installation of each vent base 4, as shown in FIGS. 1, 2 and 8, the column C of the second section of the first and second columns SC1, SC2.
Twelve steel-framed third section columns C 3 , beams B 1 to B 4 , braces Db 1 , Db 2, etc. are erected on the 3rd floor F3 frame consisting of 2 etc. First and second rectangular columns SC
Construct a skeleton of 4th floor F4 to 6th floor F6 of 1, SC2.
【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２つの下層スーパービームＳ
Ｂ１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ＳＢ
ｃ1、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、それを各ベン架台ト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ＳＣ
１，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ＳＢ
ｃ、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ＳＣ
１，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及び
筋かいＳＢｄからなる下層スーパービームＳＢ１を構築
する。As shown in FIGS. 1, 3 and 9, the fourth floors F4 and F4 of the first and second super columns SC1 and SC2.
Two lower super beam S at the upper side of the vent frame 4 between posts C 3 of the third section of the inner front and rear floor F5
Build B1. The lower layer super beam SB1 includes a lower chord material SBa, an upper chord material SBb, a bundle pillar SBc, a bracing SBd, a stud 5a, and the like. A part SB such as a bundle SBc, a bracing SBd, and a stud 5a of the lower super beam SB1.
c 1, SBd 1, 5a 1 of the lower chord member SBa 1 attached to the upper or the like, the first and fourth floor F4 inner front and rear side of the third section each vent between pillars C 3 of the second column SC1 The lower chord SBa is assembled on the gantry 4 to form a lower chord SBa.
Fourth floor F4 on the front and rear inside of columns SC1 and SC2
Joined to the pillar C 3 of Section 3 of. One of the upper studs 5a of the lower chord material SBa of the front and rear lower super beams SB1
The upper end parts 5a 1 to build another portion 5a 2 of the studs 5a joining the lower end. Then, stud 5a and each column SC
1, between and between studs 5a of the fifth floor pillar C 3 inside the front and the rear side of the third section of F5 of SC2, Tababashira SBc, the other part SBc 2, SBd 2 such bracing SBd arranged top chord member SBb 1 which attached to the lower, beam column SB of each upper chord member SBb 1
c, and other part SBc 2, SBd 2 bracing SBd, wherein 1 part SBc 1 Full Moon member SBa 1, SBd 1 and bonded, and the upper chords member SBb 1 across the studs 5a or each column SC
1, SC2 joined to pillar C 3 of the inner front and Section 3 side of the rear, constructed lower chord member SBa, upper chord member SBb, a lower super beam SB1 consisting Tababashira SBc and bracing SBd.
【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ＳＢ
１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Ｈ
1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及び下弦材Ｓ
Ｂａ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ＳＣ
１，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。As shown in FIGS. 3 and 9, the lower chord material SBa of the lower super beam SB1 on the front and rear sides of the intermediate portion 3 is provided.
In the middle, five short beams 3b 2 supporting the floor of the fourth floor F4 of the intermediate portion 3 are arranged at intervals (the short beams 3b arranged between the front and rear pairs of studs 5a). 2 is supported by a pair of vent bases 4 provided temporarily in the center), and both ends of each short beam 3b 2 are joined to the stud 5a or the bundle SBc of the lower chord SBa, and the short beam 3b 2 four longitudinal beams 3b 3 arranged at intervals during and between the short-side direction beam B 3 of the fourth order F4 inside of the lateral direction beam and each column SC1, SC2, each longitudinal beam lateral direction beam 3b 2 or each column SC1 facing the ends of 3b 3 thereto, SC2 of the fourth order F4 Section 3 pillar C 3 or joined to the lateral direction beam B 3 of the inner joined between their inner Then, a floor support 3b that supports the floor of the fourth floor F4 of the intermediate part 3 is constructed. As shown in FIGS. 3 and 9, the lower super beam SB on the front side and the rear side of the
The floor of the fifth floor F5 of the intermediate part 3 is integrally supported with the upper chord SBb in the same manner as the construction of the floor support 3b for supporting the floor of the fourth floor F4 of the intermediate part 3 between the upper chords SBb. A floor support 3c is constructed. H of lower layer super beam SB1
1 is a first and a second joining the two ends of the beam SB1.
Column SC1, are the same as floor height dimensions of H 2 fourth floor F4 of SC2. In the lower super beam SB1 at the time of erection,
The lower chord SBa and the lower chord S
The portion of the stud 5a that is arranged at the same distance from the center of Ba is the column SC of the lower chord material SBa and the upper chord member SBb.
1, than the junction of the fourth floor F4, and fifth floor section 3 pillar C 3 of F5 of SC2, the same size (e.g., 10 to 50 mm) is higher only.
【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Ｂ
3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３
ｄ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，Ｓ
Ｃ２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。As shown in FIGS. 4 and 10, the upper stud 5a of the upper chord material SBb of the lower super beam SB1 on the front and rear sides and the sixth floor F6 on the front and rear sides inside the columns SC1, SC2. An outer beam 3b 1 supporting the floor of the sixth floor F6 of the intermediate section 3 between the column C 3 of three sections and the stud 5a.
The arranged, third 6 floor F6 inside of the front and back of each outer beam 3b ends studs 5a or each column SC1 of 1, SC2
Joined to the pillar C 3 of the section. Then, as shown in FIG. 4, the short-side beams 3b 2 are arranged between the center portions of the front and rear outer beams 3b 1 and between the front and rear pair of pillars 5a, respectively.
Both ends of each transverse beam 3b 2 are connected to the front and rear outer beams 3b 1.
Or studs 5a and joining the lateral direction beam 3b 2 and between the short-side direction beams B of the inner sixth floor F6 of each column SC1, SC2
Four longitudinal beams 3b 3 disposed at intervals between 3,
Both ends of each longitudinal beam 3b 3 in the lateral direction beam 3b 2 or each column SC1, SC2 pillar C 3 or shorter direction beam B 3 joined to the third section of the inner 6F F6 facing thereto Floor support 3 that joins and supports the floor of the 6th floor F6 of the intermediate section 3
Construct d. Thereafter, the jacks arranged at the upper ends of the respective vent racks 4 are jacked down, and the respective vent racks 4 are dismantled and removed. First and second columns SC1, SC2
Section 3 pillar C 3 like skeleton erection Construction consisting of, the lower layer super beams SB1 and this attaches fourth floor F4, and fifth floor F5 bed支躯body 3b, and 3c of the erection work and intermediate section 3 6
During or after the construction of the floor support body 3d for supporting the floor of the floor F6, the first and second columns SC1, S
The concrete floors of the second floor F2 and the third floor F3 of C2 are formed. The concrete floor is formed, for example, by casting concrete on a corrugated iron plate laid above a floor support composed of beams or the like that support the floor.
【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ＳＣ
１，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Ｓ
Ｃ１，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。[0012] As shown in FIG. 11, consisting of first and second super column SC1, Section 3 pillar C 3 etc. of the SC2 6
The twelve steel-framed fourth section columns C 4 , beams B 1 to B 4 , braces Db 1 , Db 2, etc. are erected on the floor frame, and the first and the second sections are rectangular in plan view. 7th floor F7 of 2 columns SC1 and SC2
Build the skeleton of the 9th floor F9. First and second column SC
1, Section 4 of the pillars C 4 7 floor F7~9 floor consisting etc. F9 of skeleton after work during or completion of construction of the erection work of SC2, first
And floor concrete of 4th floor F4-6th floor F6 of 2nd column SC1, SC2 is formed. First and second column S
C1, SC2 Section 4 of the column C 4, etc. 7 floor consists of F7~9
A stud 5b is erected corresponding to the stud 5a above the floor support 3d of the sixth floor F6 in the intermediate portion 3 between the frames of the floor F9, and the lower end of the stud 5b is joined to the upper end of the stud 5a. And, in the same manner as the construction of the floor support 3d,
Floor supports 3e to 3g supporting floors of floors F7 to F9 are constructed.
【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Ｆ
１０〜１２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ＳＣ
１，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，ＳＣ
２の第５節の柱Ｃ5等からなる１０階Ｆ１０〜１２階Ｆ
１２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。[0013] As shown in FIG. 12, consisting of first and second super column SC1, Section 4 pillar C 4, etc. of the SC2 9
The upper floors F9, Section 5 of pillars C 5 of twelve steel frame, the beam B 1 .about.B 4, bracing Db 1, is built up and Db 2, etc., the first and second planar view of a rectangular 10th floor F of columns SC1 and SC2
Build a frame of 10th to 12th floor F12. After the completion of the construction of the floor supports 3e to 3g supporting the floors of the seventh floor F7 to the ninth floor F9 of the middle part 3, onto the fourth floor F4 of the middle part 3 and the floor supports 3b and 3c of the fifth floor F5. Of concrete floor. When the formation of the concrete floors on the floor supports 3b and 3c of the intermediate part 3 is completed, if necessary, an exterior material to be attached to these concrete floors on the fourth floor F4 and the fifth floor F5 of the intermediate part 3, Finishing materials, various facilities, etc. are lifted, and a load approximately equal to that at the time of completion of the structure is applied to the frame of these floors F4 and F5. In addition, it is the same as the above even after the construction work of the concrete floor on the floor support 3d to 3s of the intermediate portion 3 described below. The first and the 10th floor F10~12 floor of a second column SC1, Section 5 column C 5, etc. of the SC2 F12
After completion of the construction work of the skeleton, the first and second columns SC
A concrete floor is formed on the skeleton of the seventh floor F7 to the ninth floor F9 of SC1 and SC2. First and second columns SC1, SC
10 floor F10~12 floor F consisting of a pillar C 5, etc. of 2 of Section 5
As shown in FIG. 13, studs 5c are erected corresponding to the studs 5b, and the lower end of each stud 5c is connected to the upper end of the stud 5b on the ninth floor F9 of the intermediate portion 3 between the twelve skeletons. Temporarily join to the upper end. The temporary joining between the studs 5b and the studs 5c is performed using, for example, a temporary joining tool 6 shown in FIG.
【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６ａ
1，７ａ1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６ａ2，７ａ
2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。As shown in FIG. 5, the temporary joints 6 and 7 are made of a steel plate having a large number of bolt holes radially fixed by welding or the like to a portion of one of the studs 5b and 5d which are temporarily joined to each other. The joining pieces 6a 1 , 7a 1 and the joining piece 6a around a portion from the end of the other studs 5c, 5e temporarily joined to each other.
Steel plate joint pieces 6a 2 , 7a having a number of bolt holes radially fixed at positions corresponding to 1 , 7a 1 by welding or the like.
2 and a plurality of steel long rectangular joint plates 6b and 7b having a large number of bolt holes. Arranged studs 5c above the studs 5b, together with the bolt holes in the lower half of the temporary connectors 6 bolt holes connecting strip 6a 1 welded studs 5b of the bonding plate 6b, those bolts holes through the bolt, together with the upper half portion of the bolt hole and the bolt hole of the joining pieces 6a 2 welded studs 5c of the temporary connectors 6 of the bonding plate 6b mounted on outer support 6a 1, their Bolts are passed through the bolt holes, and nuts are screwed into the screw portions of the bolts, thereby temporarily joining the lower part of the stud 5c to the upper part of the stud 5b.
【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Ｆ１
１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Ｆ
１１の床支躯体３ｉの上側の間柱５ｃと各コラムＳＣ
１，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ＳＣ
１，ＳＣ２の内側の前側及び後側の１２階の第５節の柱
Ｃ3と接合し、下弦材ＳＢａを構築する。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Ｆ
１３〜１５階Ｆ１５の躯体を構築する。[0015] As shown in FIG.
Above the floor support 3g of the 10th floor F10 and 11th floor F1
The floor supports 3h and 3i that support the first floor are constructed. The construction method is the same as the construction method of the floor support 3d on the sixth floor F6 of the intermediate section 3. Then, the 11th floor F of the middle part 3
The upper stud 5c and each column SC of the eleventh floor support 3i
5th on the front side and rear side inside the 12th floor F12 of 1 and SC2
Between and between studs 5c of the pillars C 5 of the section, the bundle pillars SBc of the middle layer super beam SB2, 1 part of the bracing SBd SBc 1,
The SBd 1 or the like arranged lower chords member SBa 1 which attached to the upper, studs 5c both ends of the lower chords members SBa 1 or each column SC
1, SC2 of bonded inner and front and floor 12 Section 5 column C 3 of the rear, to construct the lower chord member SBa. The floor support 3j supporting the 12th floor 12F floor is attached to the lower chord SBa of the middle layer super beam SB2 in the same manner as the method of constructing the floor support 3b described above. F10 of the 10th floor of the middle section 3
After the completion of the erection work of the floor supports 3h to 3j supporting the floors of the 12th to 12th floors F12, concrete floors are formed on the floor supports 3d to 3f of the 6th floor F6 to the 8th floor F8 of the intermediate section 3. As shown in FIG. 14, the first and second columns SC1,
On the fifth section 12 floor consisting column C 5 like the F12 of skeleton of SC2, Section 6 pillar C 6 of twelve steel frame, beams B 1 ~
B 4 , braces Db 1 , Db 2, etc. are erected and the 13th floor F of each of the columns SC1 and SC2 on the left and right sides of the rectangle in plan view.
Build the frame of F15 on the 13th to 15th floors.
【００１６】図１４に示すように、中間部３の１２階Ｆ
１２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Ｃ
6と間柱５ｄとの間及び間柱５ｄ間に束柱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ＳＢ
ｃ、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Ｓ
Ｂ１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に１３階Ｆ１３
の床を支持する床支躯体３ｋを取り付ける。[0016] As shown in FIG.
On the upper side of the lower chord material SBa of the 12 middle layer super beam SB2, a stud 5d is erected corresponding to each stud 5c, and the stud 5d
Is joined to the upper end of the stud 5c. Sixth section columns C on the front and rear sides inside the first and second columns SC1 and SC2
6 and Tababashira SBc between and between studs 5d with studs 5d, another part SBd 2 such bracing SBd, SBc 2 is arranged top chord member SBb 1 marked with the lower, of the upper chord member SBb 1 Bundle SB
c, the other part SBc 2, SBd 2 such bracing SBd lower chords members SBa 1 bundle column SBc, 1 part SBc 1 such bracing SBd, SBd 1 and joined, and each upper chord member SBb 1 both ends joined to the pillar C 6 Section 6 of the 13th floor of the front and back of the inner studs 5d or each column SC1, SC2, lower chord member SBa, upper chord member SBb, Tababashira SBc, consisting bracing SBd like Construct the middle layer super beam SB2. The structure of the middle super beam SB2 is
The configuration is the same as that of B1. The 13th floor F13 is added to the upper chord material SBb of the middle layer super beam SB2 in the same manner as the method of constructing the floor support 3c for supporting the 5th floor of the intermediate section 3 described above.
A floor support body 3k that supports the floor is mounted.
【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Ｆ１
４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１
０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ＳＣ
１，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。Upper chord material SBb of middle layer super beam SB2
As shown in FIG. 14, the 14th floor F1 of the intermediate section 3
Floor support 3l, 3m supporting the floors on floors F15 and F15
To build. The construction method is the same as the construction method of the floor support 3d on the sixth floor F6 of the intermediate section 3. 1 of the middle part 3
Floor support 3h supporting floors of floors F10 to F12
After the completion of the construction work of ~ 3j, the 6th floor F6 ~ 8 of the middle part 3
A concrete floor is formed on floor supports 3d to 3f of floor F8. Also, the first and second super column SC
1, Section 6 the 13th floor consists of pillar C 6, and the like of the SC2 F13~
After completion of the construction work of the frame on the 15th floor F15, the 10th floor F10 to the 12th floor F12 of the first and second columns SC1 and SC2.
Pour concrete into the frame.
【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Ｆ
１８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Ｆ１
８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。As shown in FIG. 15, first and second column SC1, SC2 of over 15 floors F15 pillar C 6 Section 6, 12 pillars C 7 Section 7 of Steel, Beam B 1 to B 4 , braces Db 1 , Db 2, etc. are erected and the first plan view is rectangular in plan view.
And the frame of 16th floor F16-18th floor F18 of 2nd column SC1, SC2 is constructed. First and second columns SC1,
A stud 5e is erected in the central part 3 between the frames of the 16th floor F16 to the 18th floor F18 of the SC2 so as to correspond to each stud 5d, and the stud 5e.
Is temporarily joined to the upper end of the stud 5d using the temporary joining tool 7 shown in FIG. The method of this temporary joining is the same as the case of joining the studs 5b and 5c. 16th floor F16-18F of the first and second super columns SC1 and SC2
Above the floor support 3m that supports the 15th floor of the intermediate part 3 between the 18 skeletons, the 16th floor F16 to the 18th floor F1 of the intermediate part 3
The floor supports 3n to 3p that support the floor of No. 8 are constructed. The construction method is the floor support 3d on the 6th floor of the intermediate section 3 described above.
Is the same as how to build
【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。そして、第１及び第２コラムＳＣ
１，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Ｓ
Ｃ１，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Ｆ１９〜２
１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Ｆ１
９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。After completion of the construction of the floor supports 3k to 3m supporting the floors of the 13th floor F13 to 15th floor F15 of the intermediate section 3, the floor support 3g of the 9th floor F9 to 11th floor F11 of the intermediate section 3 is completed.
3i is formed on the concrete floor. afterwards,
The temporary joining between the upper end of the stud 5b and the lower end of the stud 5c by the temporary joining tool 6 is performed by removing the joining plate 6b of the temporary joining tool 6 and releasing the temporary joining between the stud 5b and the stud 5c.
Release the connection with Then, the first and second columns SC
1, Section 7 the 16th floor consists of pillar C 7, and the like of the SC2 F16~
After completion of the construction work of the frame on the 18th floor F18, the 13th floor F13 to the 15th floor F15 of the first and second columns SC1 and SC2.
The concrete floor is formed on the skeleton. As shown in FIG. 16, the first and second super columns SC1, SC2
Of 18 floors above the section 7 of column C 7 of the F18, Section 8 pillar C 8 of 12 pieces of steel frame, the beam B 1 .about.B 4, bracing Db 1, Db 2
And the like, and the first and second columns S are rectangular in plan view.
Construct a 19th to 21st floor skeleton of C1 and SC2.
19th floor F19-2 of the first and second columns SC1, SC2
Studs 5f are erected on the intermediate portion 3 between the frames on the first floor F21 so as to correspond to the studs 5e, and the lower end of each stud 5f is joined to the upper end of the stud 5e. 19 of the first and second columns SC1, SC1
Above the floor support 3p of the 18th floor F18 of the intermediate section 3 between the frames of the floors F19 to F21, the 19th floor F1 of the intermediate section 3
The floor support 3q supporting the floor of No. 9 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 section 3.
【００２０】中間部３の１９階Ｆ１９の躯体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、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Ｓ
Ｂｃ1、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Ｓ
Ｃ１，ＳＣ２の内側の前側又は後側の２０階Ｆ２０の第
８節の柱Ｃ8と接合して下弦材ＳＢａを構成する。それ
から、中間部３の４階Ｆ４の床支躯体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Ｆ
１４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ＳＣ
１，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。The upper stud 5f of the frame 3q on the 19th floor F19 of the intermediate section 3 and the first and second columns SC1 and SC2
Between between the pillars C 8 inside the front and the rear of Section 8 of floors F20 and studs 5f, Tababashira SBc, 1 part S such bracing SBd constituting the lower chord member SBa upper super beam SB3
Bc 1, SBd 1 is arranged lower chord member SBa 1 marked with the upper, studs 5f at both ends of the lower chords members SBa 1 or each column S
C1, SC2 of bonded inner pillars C 8 Section 8 of the 20 floors F20 of the front or rear constituting the lower chord member SBa. Then, the floor support 3r that supports the floor of the 20th floor F20 of the intermediate part 3 is constructed in the same manner as the method of constructing the floor support 3b of the fourth floor F4 of the intermediate part 3. F16, 16th floor of middle section 3
After completion of the construction of the floor supports 3n to 3p supporting the floors of the 18th floor F18, the 12th floor F12 to 14th floor F of the intermediate part 3
A concrete floor is formed on the fourteen floor supports 3j to 3l. Also, 19th floor F19~21 floor consisting like pillar C 8 of Section 8 the first and second column SC1, SC2 F21
After completion of the construction work of the skeleton, the first and second columns SC
The concrete floor is formed on the building frame of the 16th floor F16 to the 18th floor F18 of 1 and SC2.
【００２１】前記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、束柱ＳＢｃ、筋かいＳＢｄ等の他の１部ＳＢ
ｃ2，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ＳＢ
３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〜３ｏ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。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Ｆ
２０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。The frame 3r supporting the floor of the 20th floor F20
Between upper studs 5f and between and studs 5f of pillars C 8 of 21 floor Section 8 of the front and rear of the inside each column SC1, SC2 of Tababashira SBc, other 1, such as bracing SBd Section SB
Arrange the upper chord member SBb 1 with c 2 , SBd 2 on the lower side,
The other part SBc 2 , SBd 2 such as the bundle pillar SBc of the upper chord member SBb 1 , the bracing SBd, and the like is connected to the upper layer super beam SB.
3 of the lower chord member SBa Full Moon member SBa 1 bundle column SBc, 1 part SBc 1 such bracing SBd, SBd 1 and bonded, and the upper chord member SBb 1 across the studs 5f or the 21 floor of Section 8 and column C 8 with the joining, constitute the upper chord member SBb, building the upper super beam SB3. The upper chord material SBb of the upper layer super beam SB2 is attached to the rooftop floor (21
The floor support 3s that supports the floor of the floor) is constructed. The method of construction is the same as the method of constructing the floor support 3c on the fifth floor of the intermediate part 3. 19th floor F19 to 21st floor F21 in the middle section 3
After the construction work of the floor supports 3q to 3s that support the floors is completed, concrete floors are formed on the floor supports 3m to 3o on the 15th floor F15 to the 17th floor F17 of the intermediate part 3. Thereafter, the temporary joining by the temporary joining tool 7 between the upper end of the stud 5d and the lower end of the stud 5e is released, and the connection between the stud 5d and the stud 5e is released. The first and second columns SC1 and SC2 have 19
The concrete floor is formed on the frame of the floors F19 to F21. Next, 18th floor F19-20th floor F of the middle part 3
Concrete is formed on the 20 floor supports 3p to 3r. Thereafter, a concrete floor is formed on the floor support 3s on the rooftop floor (21st floor) of the intermediate section 3.
【００２２】構造物１０の中間部３の床支躯体３ｂ〜３
ｇ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との連結部の切断（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
切断（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。The floor supports 3b to 3 of the intermediate portion 3 of the structure 10
The attachment of the exterior material, the finishing material, and the like to the g and the like is performed by, for example, cutting (release) of the joint between the stud 5b and the stud 5c by the temporary joining tool 6.
It will be done later. The attachment of the exterior material, the finishing material, and the like on the floor supporting members 3h to 3s of the intermediate portion 3 of the structure 10 is performed, for example, by cutting (release) the connecting portion between the stud 5d and the stud 5e by the temporary joining tool 7. It will be done later. In this embodiment, after the formation of the concrete floor on the floor support 3s on the rooftop (21st floor) is completed, the upper end of the stud 5b and the lower end of the stud 5c are fully joined, and the upper end of the stud 5d and the stud 5e. Was permanently joined to the lower end. However, the lower part super beam SB1 has an intermediate part 3
Floor supports, concrete floors, exterior materials, finishing materials, etc. are supported on the 4th to 9th floors, and the floor supports, concrete floors on the 10th to 15th floors of the intermediate section 3 are provided on the middle layer super beam SB2.
After supporting the exterior material, the finishing material, and the like, the upper end of the stud 5b and the lower end of the stud 5c are fully joined (rejoined), and the upper super beam SB3 is provided with a floor support of the intermediate unit 3 on the 16th to 21st floors.
After the concrete floor, the exterior material, the finishing material, and the like are supported, the upper end of the stud 5d and the lower end of the stud 5e may be permanently joined (rejoined).
【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を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ＳＢ
１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ＳＢ
１のむくり量は、０に近いプラスの小さい値になる。Next, the relationship between the construction time of the intermediate portion 3 of the structure 10 and the level transition of the lower, middle and upper super beams SB1 to SB3 will be described with reference to FIG. The lower, middle and upper super beams SB1 to SB3 include:
When they are erected, they have a predetermined amount of burrs. (A) The construction time immediately after the lower super beam SB1 is erected and the floor supports 3b and 3c on the fourth floor F4 and the fifth floor F5 of the intermediate part 3 are constructed there is the time shown in FIG.
At this time, the peeling amount of the lower layer super beam SB1 is the maximum. (B) The middle part 3-6 above the lower super beam SB1
The construction time immediately after the floor support 3d of the floor F6 is constructed and the vent base 4 is removed is the time of FIG. By removing the vent base 4, a part of the weight of the lower super beam SB1 and the floor supports 3b to 3d is reduced to the lower super beam SB.
1, the lower super beam SB1 at this time
The peeling amount is slightly smaller than the maximum. (C) The construction time immediately after the floor supports 3e to 3g are constructed in the upper intermediate portion 3 of the lower super beam SB1 is shown in FIG.
This is the time of (c). Lower layer super beam SB at this time
The peeling amount of 1 is a small positive value close to 0.
【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ＳＢ
１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３
ｈ，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ＳＢ
１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。(D) FIG. 17 shows the construction time immediately after the formation of the concrete floor on the floor supports 3b to 3c on the fourth floor F4 and the fifth floor F5 erected on the lower super beam SB1 is completed.
(D). Fourth floor F4 and fifth floor F5 in the middle part 3
Lower super beam SB by the weight of the concrete floor
Since the gravity acting on 1 increases, the peeling amount of the lower super beam SB1 at this time becomes a small negative value close to 0. (E) Floor support 3 above lower super beam SB1
h, 3i, and the middle layer super beam SB2
17 (e) of FIG. 17 immediately after the lower chord member SBa is erected and the floor support 3j is constructed integrally with the lower chord member SBa. At this time, the peeling amount of the lower super beam SB1 has a negative value to some extent, and the peeling amount of the lower chord material SBa of the middle super beam SB2 is the maximum. (F) Upper 6 of lower layer super beam SB1
The construction time immediately after the formation of the concrete floor on the floor supports 3d to 3f of the floors F6 to F8 is completed is shown in FIG.
It is time. The gravity acting on the lower chord material SBa of the lower super beam SB1 and the middle super beam SB2 is increased by the weight of the concrete floors of the 6th to 8th floors of the intermediate section 3, so that at this time, the lower super beam SB
The peeling amount of 1 has a considerably negative value, and the peeling amount of the lower chord material SBa of the middle super beam SB2 is slightly reduced.
【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３
ｋ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
解放（切断）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Ｓ
Ｂ１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。(G) The upper chord material SBb is erected above the lower chord material SBa of the middle super beam SB2, and the middle super beam SB2 is erected. The upper chord material SBb of the middle super beam SB2 is integrally formed with the upper chord material SBb. Floor support 3
17 (g) in FIG. 17 is the construction time immediately after the construction of k and the construction of the floor supports 31 and 3m of the 11th floor F11 and the 12th floor F12 of the intermediate part 3 on the floor support 3k. The increased weight, that is, a part of the weight of the upper chord material SBb of the middle layer super beam SB2 and the weight of the floor supports 3k to 3m is equal to the stud 5a.
5c, the lower super beam SB1 and the middle super beam SB2 act on the lower super beam SB1. At this time, the peeling amount of the lower super beam SB1 becomes a large negative value, and the peeling amount of the middle super beam SB2 is a little. Become smaller. (H) 9 of the upper intermediate portion 3 of the lower super beam SB1
The construction time immediately after completing the formation of the concrete floor on the floor supports 3g to 3i of the floors F9 to F11 is shown in FIG.
(H). At this time, the additional weight, that is, a part of the weight of the concrete floors of the 9th to 11th floors of the intermediate section 3 acts on the lower super beam SB1 and the intermediate super beam SB2 via the studs 5a to 5c. The peeling amount of the lower layer super beam SB1 becomes a negative maximum value, and the peeling amount of the middle layer super beam SB2 also becomes smaller. (I) Temporary joint 6 between upper end of stud 5b and lower end of stud 5c
17 (i) of FIG. 17 is a time immediately after the temporary joining is released and the connection between the studs 5b and 5c is released (cut). Since the load applied to the stud 5c is not transmitted to the stud 5b, the load supported by the lower super beam SB1 is reduced accordingly, and the lower super beam S
The swelling of B1 is a relatively small negative value. Since the load to be supported by the middle layer super beam SB2 is increased by the amount that the lower layer super beam SB1 is no longer supported, the peeling amount of the middle layer super beam SB2 becomes a minus small value.
【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５
ｄ，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１
９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。(J) Floor support 3n on the 16th floor F16 to the 18th floor F18 in the middle part 3 above the middle layer super beam SB2
The construction time immediately after constructing 3p is the time of (j) in FIG. The increased weight, that is, a part of the weight of the floor supports 3n to 3p on the 16th to 18th floors of the intermediate section 3 is
d and 5e, it acts on the middle layer super beam SB2.
The peeling amount has a certain negative value. (K) The construction time immediately after completing the formation of the concrete floor on the floor supports 3j to 31 on the twelfth floor F12 to the fourteenth floor F14 of the intermediate part 3 is the time of (k) in FIG. At this time (k), at this time (k), at the time (k), the increased weight, that is, a part of the weight of the concrete floors of the 12th to 14th floors of the intermediate portion 3 acts on the middle super beam SB2 via the studs 5d and 5e. The peeling amount of the super beam SB2 becomes a minus large value. (L) One of the intermediate portions 3 on the upper side of the middle layer super beam SB2
The floor support 3q of the ninth floor F19 is constructed, the upper layer super beam SB3 composed of the lower chord material SBa, the upper chord material SBb, etc. is erected, and the floor support 3r of the 20th floor F20 of the intermediate part 3 is constructed integrally with the lower chord material SBa. The construction time immediately after the floor support 3s of the rooftop floor (21st floor) F21 of the intermediate portion 3 is integrally formed with the upper chord material SBb is the time of (l) in FIG. The weight of the increase, that is, the upper super beam SB3 and the intermediate portion 3
A part of the weight of the floor supports 3q to 3s on the 19th to 21st floors acts on the middle layer super beam SB2 via the studs 5d to 5f, and a part of the weight acts on the upper layer super beam SB3. At this time, the peeling amount of the middle layer super beam SB2 becomes a value close to minus maximum, and the peeling amount of the upper layer super beam SB3 becomes a plus predetermined value.
【００２７】（Ｍ）中間部３の１５階Ｆ１５〜１７階Ｆ
１７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
解放（切断）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ＳＢ
２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。(M) 15th floor F15 to 17th floor F of the intermediate part 3
The construction time immediately after completing the formation of the concrete floor on the floor support members 3m to 3o of FIG. 17 is the time of (m) in FIG. The weight of the increase, that is, the 15th to 17th floors of the middle section 3
Since a part of the weight of the concrete floor on the floor acts on the middle super beam SB2 and the upper super beam SB2 via the studs 5d to 5f, at this time, the peeling amount of the middle super beam SB2 is a negative maximum value. Thus, the peeling amount of the upper layer super beam SB3 has a certain positive value. (N) Temporary joint 7 between upper end of stud 5d and lower end of stud 5e
17 (n) in FIG. 17 is a time immediately after the temporary joining is released and the connection between the stud 5d and the stud 5e is released (cut). Since the load applied to the stud 5e is not transmitted to the stud 5d, the load supported by the middle super beam SB2 is reduced by that much, and the middle super beam SB
The swelling of 2 has a relatively small negative value. Since the load to be supported by the upper layer super beam SB3 is increased by the amount of no support by the middle layer super beam SB2, the peeling amount of the upper layer super beam SB3 becomes a very small negative value.
【００２８】（Ｏ）中間部３の１８階Ｆ１８〜２０階Ｆ
２０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３
ｓ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による連結の解放（切断）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による連結の解放（切断）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による連結の解放（切断）前に、床支躯体３
ｂ〜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。(O) 18th floor F18 to 20th floor F of the intermediate section 3
The construction time immediately after the formation of the concrete floor on the twenty floor supports 3p to 3r is completed is the time of (o) in FIG. The peeling amount of the upper layer super beam SB3 has a small negative value. (P) Floor support 3 of the rooftop floor (21st floor) F21 of the intermediate part 3
The construction time immediately after the formation of the concrete floor on s is completed is the time shown in FIG. The peeling amount of the upper layer super beam SB3 has a certain negative value. The work such as the exterior and finishing of the structure 10 is sequentially performed on the floor supports 3b to 3g after releasing (cutting) the connection between the studs 5b and the studs 5c by the temporary joining tool 6, for example. For the floor supporting members 3h to 3s, the studs 5d and the studs 5e are sequentially connected to each other after release (cutting) of the connection by the temporary joining tool 7. However, the temporary joining tool 6 between the studs 5b and 5d and the studs 5c and 5e. , 7 before releasing (cutting) the connection, floor support 3
b-3g, exterior material on concrete floor on 3h-3m,
If a finishing material or the like is placed, it is possible to reduce the amount of change in the levels of the lower, middle, and upper super beams SB1 to SB3 after the completion of the structure 10.
【００２９】[0029]
【発明の効果】特許請求の範囲の各請求項記載の発明
は、各請求項記載の構成を備えることにより、次の
（イ）〜（ヘ）の効果を奏する。 （イ）請求項１記載の建方工法は、最下層（ある層）の
一つ上の層の各スーパービームの架設後又は最下層（あ
る層）の一つ上の層の各スーパービームの上側への床を
支持する床支躯体の１層以上の架設後に、最下層（ある
層）の各スーパービームと前記最下層（ある層）の一つ
上の層の各スーパービームとを連結する各間柱の中間の
部分を切断し、各間柱の切断した部分より上方の最下層
（ある層）の一つ上の層の各スーパービーム及び該層の
各スーパービームの上側の１層以上の床支躯体等の荷重
の一部が最下層（ある層）の各スーパービームにかから
ないようにするから、同じレベルに間隔をおいて配する
少なくとも２つのスーパービームの架設や前記スーパー
ビームの層間の複数層の床支躯体の架設を複数の間柱を
使って行なっても、下層の各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、各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する。The invention described in each claim of the claims has the following effects (a) to (f) by having the configuration described in each claim. (A) The method of construction according to claim 1 is that, after erection of each super beam of the layer immediately above the lowermost layer (certain layer) or of each superbeam of the layer immediately above the lowermost layer (certain layer). After erection of one or more layers of the floor support supporting the floor upward, each super beam of the lowermost layer (a certain layer) is connected to each superbeam of a layer immediately above the lowermost layer (a certain layer). The middle part of each stud is cut, and each super beam of the layer above the lowest layer (a certain layer) above the cut part of each stud and one or more floors above each super beam of the layer Since a part of the load of the support body and the like is not applied to each super beam in the lowermost layer (a certain layer), at least two super beams arranged at the same level with an interval or a plurality of super beams between the layers are provided. Even if erection of floor support of layer is performed using multiple studs Without too much large load each super beams of the lower layer, is able to easily applying substantially uniform load to at least two super beams disposed at intervals in the same level of each layer.
【００３０】（ロ）請求項２記載の建方工法は、間隔を
おいて第１スーパーコラムと第２スーパーコラムとを構
築しながら、第１スーパーコラムと第２スーパーコラム
との中間の下部に複数のベント架台を仮設し、最下層の
同じレヘルに間隔をおいて配する少なくとも２つのスー
パービームを前記ベント架台上において組み立てて、最
下層の各スーパービームの両端を第１及び第２スーパー
コラムに接合し、かつ最下層の各スーパービーム間に床
を支持する床支躯体を少なくとも１層架設し、床支躯体
が架設された最下層の各スーパービームの架設後又は最
下層の各スーパービームの上側へ間柱を使っての床を支
持する床支躯体の１層以上の架設後に、前記ベント架台
を撤去するから、ベント架台に大きな荷重が作用するこ
とがなく、ベント架台の仮設部である第１スーパーコラ
ムと第２スーパーコラムとの間の下部躯体の補強工事が
簡単になる。また、ベント架台を早期に撤去できるか
ら、最下層の各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。ま
た、請求項２記載の建方工法は、床支躯体が架設された
最下層の各スーパービームの架設後又は最下層の各スー
パービームの上側への間柱を使っての床を支持する床支
躯体の１層以上の架設後にベント架台を撤去し、それか
ら、最下層の各スーパービームの上側又は前記１層以上
の床支躯体の上側へ、間柱を使って床を支持する床支躯
体を間隔をおいて複数層架設したり、これらの架設した
複数層の床支躯体の上側へ間柱を使って最下層の一つ以
上上の層の同じレベルに間隔をおいて配する少なくとも
２つのスーパービームを架設するから、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。(B) In the construction method according to the second aspect, while the first super column and the second super column are constructed at an interval, the first super column and the second super column are formed at a lower portion between the first super column and the second super column. At least two super beams, which are provided at intervals on the same reher of the lowermost layer, are assembled on the vent frame, and both ends of each of the super beams of the lowermost layer are first and second super columns. And at least one layer of a floor support that supports the floor between the super beams of the lowermost layer, and after the super beams of the lowermost layer on which the floor supports are installed or each super beam of the lowermost layer After one or more layers of a floor support that supports the floor using studs above the vent frame, the vent frame is removed, so that a large load does not act on the vent frame. Reinforcement work of the lower skeleton between the first super column and the second super column is a table of temporary part is simplified. In addition, since the vent base can be removed early, the space below each lower super beam can be used freely, and the construction period can be shortened. In addition, the construction method according to claim 2 is a floor support that supports a floor using a stud above the super beam of the lowest layer after the super beam of the lowest layer on which the floor support is erected. After the erection of one or more layers of the building, the vent frame is removed, and then a floor support that supports the floor using studs is placed above each lower superstructure beam or above the one or more floor supports. At least two super beams spaced at the same level of one or more layers above the lowest layer using studs above these built-up floor supports Therefore, the use of temporary scaffolds, gantry, etc. is almost the same as that of a normal steel-framed multi-layer structure, and the workability is improved.
【００３１】（ハ）請求項３記載の建方工法は、最下層
（ある層）の一つ上の層の各スーパービームの架設又は
最下層（ある層）の一つ上の層の各スーパービームの上
側への複数の間柱を使っての床を支持する床支躯体の１
層以上の架設と、少なくとも最下層（ある層）の各スー
パービームと最下層（ある層）の一つ上の層の各スーパ
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、最下層（ある層）の各
スーパービームと最下層（ある層）の一つ上の層の各ス
ーパービームとを連結する各間柱の中間の部分を切断
し、各間柱の切断部より上方の複数層の床支躯体及び最
下層（ある層）の一つ上の層の各スーパービーム等の荷
重の一部が最下層（ある層）の各スーパービームにかか
らないようにするから、各間柱の切断部より下方の複数
層の床支躯体を支持する最下層（ある層）の各スーパー
ビームに各床支躯体上に形成したコンクリート床の荷重
の一部がかかった状態になっており、各間柱の切断部よ
り下方に位置する床支躯体やスーパービームに、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、スーパービームや床支躯体の変形が比較的小さくな
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。(C) In the construction method according to the third aspect of the present invention, the super beam of the layer above the lowermost layer (a certain layer) is erected or the super beam of the layer above the lowermost layer (a certain layer) is superposed. One of the floor supports that supports the floor using multiple studs above the beam
A concrete floor on each floor support below the middle part between the super beams of the lower layer (a certain layer) and the super beams of the layer immediately above the lowest layer (a certain layer) Under the condition that each super beam of the lowermost layer (certain layer) and each superbeam of the layer immediately above the lowermost layer (certain layer) are cut, the intermediate part of each stud is cut, and So that part of the load such as the super beams of the upper layer of the lower layer (a certain layer) and the floor support of multiple layers above the cut part of the upper layer does not apply to each super beam of the lower layer (a certain layer) Therefore, a part of the load of the concrete floor formed on each floor support is applied to each super beam of the lowest layer (a certain layer) that supports multiple layers of floor support below the cut section of each stud. And the floor located below the cutting section of each stud The skeleton and super beam, said concrete lighter exterior material than the floor, be attached to finish the like, deformation of the super beam and floor 支躯 body is relatively small. Therefore, construction such as exterior and finishing can be performed at an early stage, which helps shorten the construction period.
【００３２】（ニ）請求項４記載の建方工法は、架設時
の各層の同じレベルに間隔をおいて配する少なくとも２
つのスーパービームをむくりを付けて形成するから、多
層構造物の完成後においても、各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。 （ホ）請求項５記載の建方工法は、ある層の同じレベル
に間隔をおいて配する少なくとも２つのスーパービーム
と前記ある層より一つ上の層の同じレベルに間隔をおい
て配する少なくとも２つのスーパービームとを連結する
複数の間柱の切断すべき部分を仮接合具を使って連結し
ておき、前記仮接合具の部分で間柱の切断（解放）を行
うから、間柱の切断作業が容易になり、かつ切断後の再
接合の作業も容易になり、その再接合を強固にかつ綺麗
にすることができる。 （ヘ）請求項６記載の建方工法は、ある層の少なくとも
２つのスーパービームに少なくとも該スーパービームが
分担する複数階の床支躯体及びこの上のコンクリート床
を間柱を介して支持させ、かつある層の一つ上の層の少
なくとも２つのスーパービームに少なくとも該スーパー
ビームが分担する複数階の床支躯体及びこの上のコンク
リート床を間柱を介して支持させた後に、ある層の各ス
ーパービームとある層の一つ上の層の各スーパービーム
とを連結する複数の間柱の切断部の再接合を行うから、
複数層の少なくとも２つの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各
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。(D) In the construction method according to the fourth aspect, at least two layers are arranged at the same level of each layer at the time of erection with an interval.
Since the two super beams are formed by peeling, the intermediate portion of each super beam can be maintained substantially horizontal even after the completion of the multilayer structure. (E) In the construction method according to claim 5, at least two super beams arranged at the same level of a certain layer at intervals and arranged at the same level of a layer immediately above the certain layer. A plurality of studs to be cut connecting at least two super beams are connected using a temporary joining tool, and the stud is cut (released) at the temporary joining tool. And the work of rejoining after cutting is also easy, and the rejoining can be made firm and clean. (F) The construction method according to claim 6, wherein at least two super beams of a certain layer support a plurality of floor supports and at least a concrete floor shared by the super beams via studs, and After supporting at least two super beams of a layer above a certain layer at least by a plurality of floor supports and a concrete floor over which the super beams share via studs, each super beam of the certain layer Because the rejoining of the cut portions of multiple studs that connects each super beam of the layer one layer above a certain layer,
The load shared by at least two super beams of the plurality of layers can be made substantially uniform, and the amount of deformation of each super beam, floor support, or the like after completion of the structure can be suppressed.
【図１】実施例の多層構造物の概略的な正面図FIG. 1 is a schematic front view of a multilayer structure according to an embodiment.
【図２】実施例の多層構造物の概略的な側面図FIG. 2 is a schematic side view of a multilayer structure according to an embodiment.
【図３】図１に示す多層構造物のＡ−Ａ線で断面した平
面図3 is a plan view of the multilayer structure shown in FIG. 1 taken along line AA.
【図４】図１に示す多層構造物のＢ−Ｂ線で断面した平
面図4 is a plan view of the multilayer structure shown in FIG. 1 taken along line BB.
【図５】実施例の間柱の切断（解放）及び再接合する部
分の仮接合具の正面図FIG. 5 is a front view of a temporary joining tool at a portion where the stud is cut (released) and rejoined in the embodiment.
【図６】〜FIG. 6
【図１６】実施例の多層構造物の建方工法の施工順序等
を示す正面図FIG. 16 is a front view showing the construction order and the like of the construction method of the multilayer structure of the embodiment.
【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FIG. 17 shows a lower super beam of the multilayer structure according to the embodiment;
Diagram showing level transition according to construction time of middle super beam and upper super beam
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 ５，５ａ〜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10 The multilayer structure 3 of the structure intermediate portion 3a of the intermediate portion underground building frame 3a 1 of the intermediate portion first floor floor 3b~3r floor支躯member 3b 1 outer beams 3b 2 lateral direction beam 3b 3 longitudinal beams 3s rooftop of floor支躯body 4 vent 5,5a~5f studs 6,7 temporary connectors 6a 1, 6a 2, 7a 1 , 7a 2 joining pieces 6b, the 7b joining plate as atrium like atrium space B 1 .about.B 4 super column of the beam BF1, BF2 underground first floor, second floor C 1 ~C 8 pillar Db 1 of Section 1 - Section 8 super column, Db 2 brace of super column F1~F20 1 floor 20 floor F21 rooftop underground BF1, BF2 1st basement floor, 2nd basement floor Fm Foundation SB1 Lower super beam SB2 Middle super beam SB3 Upper super beam SBa Lower beam of super beam SBb Upper beam of super beam SBc Super Bracing of Tabazai SBb super beam of beam SC1 first Super column SC2 second super column
Claims (6)
ーパーコラムとを構築しながら、第１スーパーコラムと
第２スーパーコラムとの中間に、最下層の同じレベルに
間隔をおいて配する少なくとも２つのスーパービームを
架設し、最下層の各スーパービームの中途に一本以上の
間柱を立設し、最下層の各スーパービームの上側に前記
間柱を使って床を支持する床支躯体を間隔をおいて複数
層架設し、最下層の各スーパービームの上側の複数層の
床支躯体の上側に間柱を使って最下層の一つ上の層の同
じレベルに間隔をおいて配する少なくとも２つのスーパ
ービームを架設し、最下層の一つ上の層の各スーパービ
ームの上側にそれらのスーパービームの中途に立設した
１本以上の間柱を使って床を支持する床支躯体を間隔を
おいて複数層架設し、上記と同じやり方で複数層の同じ
レベルに間隔をおいて配する少なくとも２つのスーパー
ビームとそれらの層間に床を支持する床支躯体を間隔を
おいて複数層架設する複数層のスーパービームを備えた
多層構造物の建方工法において、最下層の一つ上の層の
各スーパービームの架設後又は最下層の一つ上の層の各
スーパービームの上側への床を支持する床支躯体の１層
以上の架設後に、最下層の各スーパービームと該最下層
の一つ上の層の各スーパービームとを連結する各間柱の
略中間の部分を切断し、各間柱の切断した部分より上方
の最下層の一つ上の層の各スーパービーム及び該層の各
スーパービームの上側の１層以上の床支躯体等の荷重の
一部が最下層の各スーパービームにかからないように
し、上記と同じ条件で、ある層の各スーパービームと前
記ある層の一つ上の層の各スーパービームとを連結する
各間柱の中間の部分を切断しなから、順次、その上の層
の同じレベルに間隔をおいて配する少なくとも２つのス
ーパービームの架設、それらの上側等への床を支持する
床支躯体の架設を行うことを特徴とする複数層のスーパ
ービームを備えた多層構造物の建方工法。1. A first super column and a second super column are constructed at an interval, and are arranged at the same level of the lowermost layer at an interval between the first super column and the second super column. At least two super beams are erected, one or more studs are erected in the middle of each lower super beam, and a floor support that supports the floor using the studs above each lower super beam. Plural layers are erected at intervals and at least at the same level of the layer above the bottom layer using studs above the floor supports of the layers above each super beam of the bottom layer. Two super beams are erected, and a floor support that supports the floor with one or more studs erected in the middle of those super beams is placed above each super beam in the layer above the lowest layer. Multiple layers At least two super beams spaced at the same level in a plurality of layers in the same manner as described above, and a plurality of super beams arranged in a plurality of layers at intervals between floor supports supporting the floor between the layers. In the method of constructing a multi-layered structure provided, a floor support for supporting the floor above the super beam of each super beam of the layer immediately above the lowest layer or after erection of each super beam of the layer immediately above the bottom layer After erection of one or more layers, the substantially middle part of each stud connecting each super beam of the lowest layer and each super beam of the layer immediately above the lowest layer is cut, and the cut part of each stud is cut off. A part of the load of each super beam of the layer one layer above the uppermost lower layer and one or more floor supports above the super beam of the layer is not applied to each super beam of the lowermost layer; Under the same conditions as While cutting the middle part of each stud connecting the par beam and each super beam of the layer one above the certain layer, at least two of the studs are sequentially spaced at the same level of the layer above it. A method of constructing a multi-layer structure having a plurality of super beams, wherein super beams are erected and a floor support for supporting a floor above them is erected.
ーパーコラムとを構築しながら、第１スーパーコラムと
第２スーパーコラムとの中間の下部に複数のベント架台
を仮設し、最下層の同じレベルに間隔をおいて配する少
なくとも２つのスーパービームを前記ベント架台上にお
いて組み立てて、最下層の各スーパービームの両端を第
１及び第２スーパーコラムに接合し、かつ最下層の各ス
ーパービーム間に床を支持する床支躯体を少なくとも１
層架設し、床支躯体が架設された最下層の各スーパービ
ームの架設後又は最下層の各スーパービームの上側へ間
柱を使っての床を支持する床支躯体の１層以上の架設後
に、前記ベント架台を撤去し、最下層の各スーパービー
ムの上側又は前記１層以上の床支躯体の上側へ間柱を使
って床を支持する床支躯体を間隔をおいて複数層架設
し、最下層の各スーパービームの上側に架設した複数層
の床支躯体の上側に間柱を使って最下層の一つ上の層の
同じレベルに間隔をおいて配する少なくとも２つのスー
パービームを架設し、最下層の一つ上の層の各スーパー
ビームの架設後又は最下層の一つ上の層の各スーパービ
ームの上側への間柱を使っての床を支持する床支躯体の
１層以上の架設後に、最下層の各スーパービームと最下
層の一つ上の層の各スーパービームとを連結する各間柱
の中間の部分を切断し、各間柱の切断した部分より上方
の最下層の一つ上の層の各スーパービーム又は該層の各
スーパービーム及びその上側の床支躯体等の荷重の一部
が最下層の各スーパービームにかからないようにし、上
記と同じやり方で、最下層の一つ上の層の各スーパービ
ームの上側又は最下層の一つ上の層の各スーパービーム
の上側の１層以上の床支躯体の上側への複数層の床支躯
体の架設、最下層より二つ以上上の層の同じレベルに間
隔をおいて配する少なくとも２つのスーパービームの架
設、それらの各層の上側等への複数層の床支躯体の架
設、及びある層の各スーパービームと前記ある層の一つ
上の層の各スーパービームとを連結する各間柱の中間の
部分の切断等を行ないながら多層構造物を構築すること
を特徴とする複数層のスーパービームを備えた多層構造
物の建方工法。2. A plurality of vent bases are temporarily provided at a lower portion between the first super column and the second super column while constructing the first super column and the second super column at intervals. At least two superbeams spaced at the same level are assembled on the vent cradle to join both ends of each lowermost superbeam to the first and second supercolumns and each lowermost superbeam. At least one floor support that supports the floor between
After erection of each super beam of the lowest layer where the floor support is erected, or after erection of one or more layers of the floor support that supports the floor using studs above each super beam of the lowest tier, The vent frame is removed, and a plurality of floor supports that support the floor using studs are installed at intervals above each of the lowermost super beams or above the one or more floor supports. At least two super beams, which are spaced at the same level on the layer above the lowest layer, using studs above the multi-story floor support structure above each super beam of After the erection of each superbeam in the layer immediately above the lower layer, or after the erection of one or more layers of floor supports that support the floor using studs above each superbeam in the layer above the lowermost layer , Each of the super beams at the bottom layer and each of the layers above the bottom layer Cut the middle part of each stud connecting to the super beam, each super beam of the layer on the lowermost layer above the cut part of each stud, or each super beam of the layer and the floor support above it Part of the load on each superbeam in the lowermost layer, and in the same manner as above, above each superbeam in the layer immediately above the lowermost layer or in each superbeam above the lowermost layer. Erecting multiple layers of floor support above one or more floor supports above the beam, Erecting at least two super beams spaced at the same level in two or more layers above the bottom layer , Erection of a plurality of layers of floor supports on the upper side of each layer, etc., and an intermediate portion of each stud connecting each super beam of a certain layer and each super beam of a layer immediately above the certain layer. Multi-layer structure while cutting etc. Erection method of multi-layer structure having a super beam multiple layers, characterized in that to build.
とを間隔をおいて構築しながら、同じレベルに間隔をお
いて配する少なくとも２つのスーパービームを、第１ス
ーパーコラムと第２スーパーコラムとの中間に、上下方
向に間隔をおいて複数層に架設し、架設される複数層の
スーパービーム間に床を支持する床支躯体を間隔をおい
て複数層架設し、各床支躯体上に床を形成する複数層の
スーパービームを備えた多層構造物の建方工法におい
て、第１スーパーコラムと第２スーパーコラムとの間の
下部躯体上に複数のベント架台を仮設し、最下層の同じ
レベルに間隔をおいて配する少なくとも２つのスーパー
ビームを、前記ベント架台上において組み立てて、それ
らのスーパービームの両端を第１及び第２スーパーコラ
ムに接合して架設し、かつ最下層の各スーパービームに
床を支持する床支躯体を少なくとも１層架設し、床支躯
体を架設した最下層の各スーパービームの架設後又は該
最下層の各スーパービームの上側への間柱を使っての床
を支持する床支躯体の１層以上の架設後に、各ベント架
台を撤去し、それから、最下層の各スーパービーム又は
該スーパービーム上の前記１層以上の床支躯体の上側へ
複数の間柱を使って床を支持する床支躯体を複数層架設
し、床支躯体の架設等と並行して、下層の床支躯体上へ
のコンクリート床の形成を順次行ない、最下層の各スー
パービームの上側の複数層の床支躯体の上側に最下層の
一つ上の層の同じレベルに間隔をおいて配する少なくと
も２つのスーパービームを複数の間柱を使って架設し、
かつ最下層の一つ上の層の各スーパービームに床を支持
する床支躯体を少なくとも１層架設し、最下層の一つ上
の層の各スーパービームの架設又は最下層の一つ上の層
の各スーパービームの上側への複数の間柱を使っての床
を支持する床支躯体の１層以上の架設と、少なくとも最
下層の各スーパービームと最下層の一つ上の層の各スー
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、最下層の各スーパー
ビームと最下層の一つ上の層の各スーパービームとを連
結する各間柱の中間の部分を切断し、各間柱の切断部よ
り上方の複数層の床支躯体及び最下層の一つ上の層の各
スーパービーム等の荷重の一部が最下段の各スーパービ
ームにかからないようにし、さらに前記と同じやり方
で、最下層の一つ上の層の各スーパービームの上側又は
該上側に架設した１層以上の床支躯体の上側への複数層
の床支躯体の架設、最下層より二つ以上上の層の同じレ
ベルに間隔をおいて配される少なくとも２つのスーパー
ビームの架設、それらの各層の上側等への複数層の床支
躯体の架設、及びある層の各スーパービームと前記ある
層の一つ上の層の各スーパービームとを連結する各間柱
の中間の部分の切断等を行ないながら多層構造物を構築
することを特徴とする複数層のスーパービームを備えた
多層構造物の建方工法。3. At least two super beams spaced at the same level while constructing the first super column and the second super column at an interval, the first super column and the second super column having at least two super beams. In the middle of the building, a plurality of layers are installed at intervals in the vertical direction, and a plurality of floor supports that support the floor are installed between the super beams of the plurality of layers at intervals. In a construction method of a multi-layered structure having a plurality of super beams forming a floor, a plurality of vent racks are temporarily provided on a lower frame between a first super column and a second super column, and a lowermost layer has the same structure. At least two super beams spaced at a level are assembled on the vent stand, and both ends of the super beams are connected to the first and second super columns and erected. In addition, at least one floor support for supporting the floor is provided on each of the lowermost super beams, and after the lowermost super beams on which the floor support is provided, or above the super beams of the lowermost layer. After erection of one or more layers of the floor support that supports the floor using, each vent gantry is removed and then the lowermost super beam or the upper side of the one or more floor supports on the super beam A plurality of floor supports that support the floor using multiple studs are erected, and concrete floors are sequentially formed on the lower floor supports in parallel with the erection of the floor supports, etc. At least two super beams arranged at the same level of the upper layer of the lowermost layer at intervals above the plurality of floor supports on the upper layer of each super beam using a plurality of studs,
In addition, at least one floor support supporting the floor is erected on each super beam in the layer one layer above the lowermost layer, and each super beam in the layer one layer above the lowermost layer or one above the lowermost layer One or more layers of floor supports supporting the floor using multiple studs above each superbeam in the layer, and at least each superbeam in the lowest layer and each super in the layer immediately above the lowest layer On the condition that a concrete floor is formed on each floor support below the middle part of the beam, each stud connecting each super beam of the lowest layer and each super beam of the layer immediately above the lowest layer. Cut the middle part so that a part of the load such as the multi-layer floor support above the cut part of each stud and each super-beam of the layer above the bottom is not applied to the bottom super-beam. And in the same manner as above, one above the bottom layer Erection of multiple layers of floor support above or above each layer of superbeams on each layer, spaced at the same level of two or more layers above the bottom layer Erection of at least two super beams to be provided, erection of a plurality of layers of floor supports above the respective layers, etc., and super beams of a certain layer and super beams of a layer immediately above the certain layer. A method of constructing a multi-layer structure having a multi-layer super beam, wherein the multi-layer structure is constructed while cutting a middle portion of each stud connecting the two.
配する少なくとも２つのスーパービームはむくりを付け
て形成されていることを特徴とする請求項１ないし３の
いずれかに記載の複数層のスーパービームを備えた多層
構造物の建方工法。4. A plurality of super beams according to claim 1, wherein at least two super beams which are arranged at the same level of each layer at the time of erection and are spaced apart are formed. Construction method of multi-layer structure with super beams of layers.
少なくとも２つのスーパービームと前記ある層より一つ
上の層の同じレベルに間隔をおいて配する少なくとも２
つのスーパービームとを連結する複数の間柱の切断すべ
き部分を仮接合具を使って連結しておき、前記仮接合具
の部分で間柱の切断を行うことを特徴とする請求項１な
いし４のいずれかに記載の複数層のスーパービームを備
えた多層構造物の建方工法。5. At least two superbeams spaced at the same level of a layer and at least two superbeams spaced at the same level of a layer one layer above said certain layer.
5. A part to be cut of a plurality of studs connecting two super beams is connected using a temporary joint, and the stud is cut at the part of the temporary joint. A method for constructing a multilayer structure provided with a plurality of layers of super beams according to any one of the above.
に少なくとも該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、かつある層の一つ上の層の少なくとも２つのス
ーパービームに少なくとも該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、ある層の各スーパービーム
とある層の一つ上の層の各スーパービームとを連結する
複数の間柱の切断部の再接合を行うことを特徴とする請
求項１ないし５のいずれかに記載の複数層のスーパービ
ームを備えた多層構造物の建方工法。6. A method according to claim 6, wherein at least two super beams of a certain layer support at least two floor supports supported by said super beams and concrete floors thereon through studs, and at least one super beam is provided on one of said layers. After at least two super beams of a layer have at least two floor supports supported by the super beam and concrete floors thereon supported by studs, each super beam of the layer and one of the layers 6. The multilayer structure provided with a multi-layer super beam according to any one of claims 1 to 5, wherein cut portions of a plurality of studs connecting the super beams of the upper layer are rejoined. Construction method.
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 true JPH10159344A (en) | 1998-06-16 |
| JP3755117B2 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) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013002116A (en) * | 2011-06-15 | 2013-01-07 | Shimizu Corp | Suspended-structure construction method |
| JP2017214791A (en) * | 2016-06-01 | 2017-12-07 | 株式会社竹中工務店 | Building construction method |
| JP2018096163A (en) * | 2016-12-16 | 2018-06-21 | 大成建設株式会社 | Method of constructing building |
| JP2018123468A (en) * | 2017-01-30 | 2018-08-09 | 大成建設株式会社 | Composite suspension structure and building method therefor |
| JP2019065509A (en) * | 2017-09-29 | 2019-04-25 | 株式会社竹中工務店 | Separation and re-connection method of skeleton member |
| JP2019190073A (en) * | 2018-04-20 | 2019-10-31 | 大成建設株式会社 | Construction method of structure |
| JP2020097840A (en) * | 2018-12-18 | 2020-06-25 | 株式会社竹中工務店 | Construction method for suspended structure section |
| JP2021017778A (en) * | 2019-07-23 | 2021-02-15 | 株式会社竹中工務店 | Beam forming method and construction method |
| CN113737986A (en) * | 2021-08-03 | 2021-12-03 | 中建科工集团有限公司 | Installation and construction method of steel beam on shear wall |
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|---|---|---|---|---|
| JPH02136445A (en) * | 1988-11-16 | 1990-05-25 | Takenaka Komuten Co Ltd | Construction of structure including superframe |
| JPH06240874A (en) * | 1993-02-19 | 1994-08-30 | Takenaka Komuten Co Ltd | Construction of truss beam for long span |
| JPH06248700A (en) * | 1993-02-25 | 1994-09-06 | Kajima Corp | Architectural structure |
| JPH08270081A (en) * | 1995-04-04 | 1996-10-15 | Shimizu Corp | Construction method of frame structure |
-
1996
- 1996-11-29 JP JP33491096A patent/JP3755117B2/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02136445A (en) * | 1988-11-16 | 1990-05-25 | Takenaka Komuten Co Ltd | Construction of structure including superframe |
| JPH06240874A (en) * | 1993-02-19 | 1994-08-30 | Takenaka Komuten Co Ltd | Construction of truss beam for long span |
| JPH06248700A (en) * | 1993-02-25 | 1994-09-06 | Kajima Corp | Architectural structure |
| JPH08270081A (en) * | 1995-04-04 | 1996-10-15 | Shimizu Corp | Construction method of frame structure |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013002116A (en) * | 2011-06-15 | 2013-01-07 | Shimizu Corp | Suspended-structure construction method |
| JP2017214791A (en) * | 2016-06-01 | 2017-12-07 | 株式会社竹中工務店 | Building construction method |
| JP2018096163A (en) * | 2016-12-16 | 2018-06-21 | 大成建設株式会社 | Method of constructing building |
| JP2018123468A (en) * | 2017-01-30 | 2018-08-09 | 大成建設株式会社 | Composite suspension structure and building method therefor |
| JP2019065509A (en) * | 2017-09-29 | 2019-04-25 | 株式会社竹中工務店 | Separation and re-connection method of skeleton member |
| JP2019190073A (en) * | 2018-04-20 | 2019-10-31 | 大成建設株式会社 | Construction method of structure |
| JP2020097840A (en) * | 2018-12-18 | 2020-06-25 | 株式会社竹中工務店 | Construction method for suspended structure section |
| JP2021017778A (en) * | 2019-07-23 | 2021-02-15 | 株式会社竹中工務店 | Beam forming method and construction method |
| CN113737986A (en) * | 2021-08-03 | 2021-12-03 | 中建科工集团有限公司 | Installation and construction method of steel beam on shear wall |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3755117B2 (en) | 2006-03-15 |
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