JPH0672500B2 - Steel frame reinforced concrete high-rise building frame construction method - Google Patents
Steel frame reinforced concrete high-rise building frame construction methodInfo
- Publication number
- JPH0672500B2 JPH0672500B2 JP31192888A JP31192888A JPH0672500B2 JP H0672500 B2 JPH0672500 B2 JP H0672500B2 JP 31192888 A JP31192888 A JP 31192888A JP 31192888 A JP31192888 A JP 31192888A JP H0672500 B2 JPH0672500 B2 JP H0672500B2
- Authority
- JP
- Japan
- Prior art keywords
- steel
- unit
- column
- members
- steel frame
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
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- Reinforcement Elements For Buildings (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Description
【発明の詳細な説明】 （産業上の利用分野） 本発明は鉄骨鉄筋コンクリート造高層建築物の躯体構築
方法に係るものである。The present invention relates to a method for constructing a frame of a steel-framed reinforced concrete high-rise building.
（従来の技術） 従来鉄骨鉄筋コンクリート造高層建築物の躯体を施工す
る場合、鉄骨の１節分（２〜３フロアー）の建方を行な
い、建方完了後、ハイテンシヨンボルトによる本締を行
ない、各階の鉄筋、型枠を組立て、コンクリートを打設
して当該階の施工を完了したのち、上階の施工を行な
い、１フロアー毎に躯体を構築していく。(Conventional technology) When constructing the frame of a conventional steel-framed reinforced concrete high-rise building, one section of the steel frame (2 to 3 floors) is erected, and after completion of the erection, main fastening with high tension bolts is performed, and each floor After assembling the steel bars and formwork, placing concrete and completing the construction on the floor, the construction on the upper floor will be carried out to construct the frame for each floor.
或いはまた鉄骨柱及び梁に予め鉄筋を配筋しておいて建
方を行なう部分的先組ユニツト工法が行なわれていた。Alternatively, a partial pre-assembled unit construction method has been performed in which reinforcing bars are prearranged in the steel columns and beams and the building is performed.
（発明が解決しようとする課題） 前記従来工法では、工種が多くて工期が長びき、多くの
型枠、鉄筋工を必要とし、特に鉄筋工、型枠工は一時的
に多く必要であった。(Problems to be Solved by the Invention) In the conventional method, there are many kinds of works and the construction period is long, and many molds and reinforcing bars are required. In particular, many reinforcing bars and molds are temporarily needed. .
また単品の部材数が多く、クレーンの効率が悪く、クレ
ーンによって仕事量が制約される。In addition, the number of individual components is large, the efficiency of the crane is poor, and the work load is limited by the crane.
更にまた吊足場が必要になり、高所作業が多く、仕事の
能率も悪く、また安全性の面で問題があった。In addition, a suspension scaffold is required, which requires a lot of work in high places, the work efficiency is low, and there is a problem in safety.
本発明は前記従来技術の有する問題点に鑑みて提案され
たもので、その目的とする処は、施工が合理的に行なわ
れ、省力化と作業能率の向上とが図られ、工期が短縮さ
れ且つ作業の安全性が保持される多層多スパンユニツト
工法を提供する点にある。The present invention has been proposed in view of the above problems of the prior art, and the purpose of the invention is to rationally perform construction, save labor and improve work efficiency, and shorten the construction period. In addition, it is to provide a multi-span multi-span unit construction method in which work safety is maintained.
（課題を解決するための手段） 前記の目的を達成するため、本発明に係る工法は、鉄骨
柱部材の水平ストツク時に、所定位置毎に同柱部材より
吊ワイヤを介して連結された方形の柱筋固定治具をセツ
トし、同各固定治具に亘って柱主筋を取付け、同柱主筋
に補助鉄筋を配設して柱鉄骨ユニツト部材を組立てると
ともに、梁鉄骨部材の水平ストツク時に所定位置に梁鉄
筋をセツトして梁鉄骨ユニツト部材を組立て、複数層の
同梁鉄骨ユニツト部材の梁鉄骨を前記柱鉄骨ユニツト部
材に接合するとともに、相隣る梁鉄骨ユニツト部材の梁
主筋を接合し、同梁鉄骨ユニツト部材間に壁鉄筋を取付
けて多層多スパンのユニツトを組立て、同ユニツトにお
ける上下に隣る各鉄骨梁のスパン中央部間に着脱自在の
吊上補強材を連結したのち、同ユニツトを順次吊上げて
所定位置にセツトし、桁行方向に配設された鉄骨鉄筋コ
ンクリートPC大梁を前記ユニツトの鉄骨柱部材に接合す
るように構成されている。(Means for Solving the Problems) In order to achieve the above-mentioned object, the construction method according to the present invention is a rectangular method in which the pillar members are connected at predetermined positions via suspension wires at the time of horizontal stocking of the steel pillar members. Set the column bar fixing jigs, attach the column main bars across the respective fixing jigs, assemble auxiliary column reinforcing bars on the column main bars and assemble the column steel frame unit members, and at the predetermined position when the beam steel members are horizontally stacked. Assemble the beam steel rebar unit to the beam steel frame unit member, join the beam steel frame of the same beam steel frame unit member of multiple layers to the column steel frame unit member, and join the beam main bar of the adjacent beam steel frame unit members, After mounting wall reinforcements between the steel beam unit members of the same beam to assemble a multi-layered multi-span unit, connect detachable suspension reinforcements between the span center parts of the steel beam beams above and below the unit, and then connect the unit. To The steel frame reinforced concrete PC girders arranged in the girder direction are joined to the steel frame member of the unit by sequentially hoisting and setting them at a predetermined position.
（作用） 本発明によれば前記したように、梁間方向の鉄骨柱１節
分に柱鉄筋が配筋された柱鉄骨ユニツト部材に梁鉄骨に
梁鉄筋をセツトした梁鉄骨ユニツトを接合し、同梁鉄骨
ユニツト間に壁鉄筋を取付けて多層多スパンユニツトを
先組し、同ユニツトを吊上げて順次所定位置にセツト
し、桁方向には同ユニツトの鉄骨柱に鉄骨鉄筋コンクリ
ートPC大梁を接合し、大型のプレハブ化された多層多ス
パンユニツトによって高層建築物の躯体の構造を効率よ
く、効果的に組立てるものである。(Operation) According to the present invention, as described above, the beam steel frame unit in which the beam reinforcing bars are set on the beam steel frame is joined to the column steel frame unit member in which the column reinforcing bar is arranged for one node of the steel beam column in the beam direction, and the same beam is connected. A wall reinforcement is installed between the steel frame units to assemble the multi-span multi-unit first, then the units are hoisted and set to predetermined positions one by one. The prefabricated multi-span multi-span unit efficiently and effectively assembles the structure of the frame of a high-rise building.
而して前記多層多スパンユニツトの吊上げ時、前記柱鉄
骨ユニツトにおける鉄骨柱部材の梁接合部より吊ワイヤ
を介して懸吊された柱筋固定治具によって、柱主筋が所
定位置に正確に保持されるものであり、また上下に相隣
る前記鉄骨梁のスパン中央部間に着脱自在の吊上補強材
が連結されているので、前記多層多スパンのユニツトの
吊上げ作業時における前記鉄骨梁の変形、破損が防止さ
れる。Thus, when the multi-span multi-span unit is lifted, the column main bar is accurately held at a predetermined position by the column rebar fixing jig suspended from the beam joint portion of the steel frame column member in the column steel frame unit via the suspension wire. In addition, since the detachable suspension reinforcing member is connected between the span center portions of the steel beams adjacent to each other vertically, the steel beam of the steel beams during the lifting operation of the multi-span unit is Deformation and damage are prevented.
（実施例） 以下本発明を図示の実施例について説明する。(Examples) The present invention will be described below with reference to illustrated examples.
ストツクヤードにおける鉄骨柱部材(1)の水平ストツク
時に、所定位置毎に方形枠型の柱筋固定治具(2)を仮止
めし、同地具(2)を前記鉄骨柱部材(1)より突設された梁
接合部材(1a)に吊りワイヤ(3)を介して連結する。At the time of horizontal stocking of the steel column member (1) in the stockyard, temporarily fix the rectangular frame type column bar fixing jig (2) at each predetermined position, and project the same ground tool (2) from the steel column member (1). The beam joining member (1a) provided is connected via a suspension wire (3).
前記柱筋固定治具(2)はアングル材によって方形枠状に
形成され、取付け取外しが便利なように２分割され、同
両分割片がボルト(4)で締結されている。The column bar fixing jig (2) is formed in a rectangular frame shape by an angle member, and is divided into two for convenient attachment and detachment, and both divided pieces are fastened with bolts (4).
而して長尺の柱主筋(5)を前記各柱筋固定治具(2)の所定
位置に亘って配設し、同固定治具(2)を構成するアング
ル材の垂直片にＵボルト(6)を介して固定するととも
に、柱主筋(5)の所定位置にスパイラルフープ(7)を配設
し、かくして柱鉄骨ユニツト部材(A)を組立てる。なお
このスパイラルフープ(7)は柱主筋(5)の一部にまとめて
仮止めされ、鉄骨柱部材(1)が所定位置にセツトされた
のち、柱主筋(5)に沿って所定位置に移動され、固定さ
れる。Thus, the long column main bars (5) are arranged over the respective predetermined positions of the respective column bar fixing jigs (2), and the U bolts are attached to the vertical pieces of the angle members constituting the fixing jigs (2). While being fixed via (6), the spiral hoop (7) is arranged at a predetermined position of the column main bar (5), and thus the column steel frame unit member (A) is assembled. The spiral hoop (7) is temporarily fixed to a part of the column main bar (5), the steel column member (1) is set to a predetermined position, and then moved to a predetermined position along the column main bar (5). And fixed.
一方、ストツクヤードにおける鉄骨梁部材(8)の水平ス
トツク時に、所要の梁主筋(9)とスターラツプ(10)とを
セツトして梁鉄骨ユニツト部材(B)を組立てる。On the other hand, at the time of horizontal stocking of the steel beam member (8) in the stockyard, the required beam main bar (9) and the star rap (10) are set to assemble the beam steel unit member (B).
次いで前記柱鉄骨ユニツト部材(A)における鉄骨柱部材
(1)の梁接合部片(1a)に、各層の梁鉄骨ユニツト部材(B)
における鉄骨梁部材(8)をハイテンシヨンボルトで本締
めして、前記鉄骨柱、梁両部材(1)(8)を一体に接合する
とともに、相隣る梁鉄骨ユニツト部材(B)の各梁主筋(9)
を圧接し、スターラツプ(10)を同主筋(9)の所定位置に
固定する。Next, the steel pillar member in the pillar steel frame unit member (A)
On the beam joint piece (1a) of (1), the beam steel frame unit member (B) of each layer
The steel beam member (8) in (7) is fully tightened with a high tension bolt to join the steel column and both beam members (1) and (8) together, and each beam of the adjacent beam steel unit members (B) Main muscle (9)
Is pressed to fix the star rap (10) in place on the main bar (9).
かくして前記柱鉄骨ユニツト部材(A)及び梁鉄骨ユニツ
ト部材(B)の接合、及び鉄筋の組立が完了したのち、上
下梁鉄骨ユニツト部材(B)間に溶接金網よりなる壁鉄筋
(C)を取付け、耐震壁方向の柱３階分の多層多スパンの
ユニツト(P)を組立てる。Thus, after the connection between the column steel frame unit member (A) and the beam steel frame unit member (B) and the assembly of the reinforcing bar are completed, the wall rebar composed of welded wire mesh between the upper and lower beam steel frame unit members (B).
Install (C) and assemble a multi-span unit (P) with 3 floors of columns facing the earthquake-resistant wall.
次いで同ユニツト(P)における上下方向に相隣る鉄骨梁
部材(8)の各スパン中央部間に吊上補強材(D)を着脱自在
に取付け、前記ユニツト(P)の吊上準備を完了する。Next, the suspension reinforcement (D) is removably attached between the span center portions of the steel beam members (8) adjacent to each other in the vertical direction in the unit (P), and the preparation for the suspension of the unit (P) is completed. To do.
次いで前記ユニツト(P)をクレン(E)によって吊上部材
(F)を介して所定位置に建込み、前記ユニツト(P)の鉄骨
柱部材(1)と下階の鉄骨柱部材とをハイテンシヨンボル
トで接合するとともに、上下に相隣る柱鉄骨ユニツト部
材(A)の各柱主筋(5)を圧接または鉄筋継手部材を介して
継続する。Then, the unit (P) is lifted by a crane (E).
(F) is installed at a predetermined position, the unit (P) steel column member (1) and the lower-stage steel column member are joined with a high-tensile bolt, and vertically adjacent column steel unit members Each column main bar (5) of (A) is continued by pressure welding or a reinforcing bar joint member.
次いで桁方向の鉄骨鉄筋コンクリートPC大梁(G)を建込
み、同大梁(G)の鉄骨部材を前記鉄骨柱部材(1)にハイテ
ンシヨンボルト、溶接によって接合する。Next, a girder steel reinforced concrete PC girder (G) is erected, and a steel frame member of the girder (G) is joined to the steel column member (1) by a high tension bolt and welding.
以下前記同様の工程を反覆して多層多スパンの高層建築
物の躯体構格を組立てるものである。Hereinafter, the same steps as described above are repeated to assemble a frame structure of a multi-story high-rise building.
なお前記多層多スパンのユニツト(P)による施工は、サ
イクル工程によって施工ブロツクを第１図及び第２図に
示す如く３工区に分けて行ない、各工区の作業を３日サ
イクルのローテーシヨンで移動して行なうものである。In the construction using the multi-span unit (P), the construction block is divided into 3 work sections according to the cycle process as shown in FIGS. 1 and 2, and the work in each work section is moved by rotation of a 3-day cycle. It is done by doing.
図中(11)は床オムニア部材、(12)は床上端筋、(13)は非
耐力部材である。In the figure, (11) is a floor omni member, (12) is a floor upper end streak, and (13) is a non-bearing member.
（発明の効果） 本発明によれば前記したように、柱１節分の柱鉄骨ユニ
ツト部材と、梁間方向に亘る耐震壁数スパン分の鉄骨梁
ユニツト部材及び相隣る梁鉄骨ユニツト部材間に取付け
られた壁筋とで多層多スパンユニツトを組立て、同ユニ
ツトを吊上げ所定位置にセツトして、桁方向には同ユニ
ツトの鉄骨柱部材間に鉄骨鉄筋コンクリートPC大梁を接
合して高層建築物の構格を構成するようにしたので、前
記各従来工法に比して、鉄骨建方後の吊足場等の仮設足
場が不要で、施工の簡略化と工事の安全性を図ることが
できる。(Effects of the Invention) According to the present invention, as described above, a column steel frame unit member for one node of a column, a steel frame beam unit member for a number of earthquake-resistant wall spans extending in the beam-to-beam direction, and an adjacent beam steel frame unit member are mounted. Multi-span multi-span unit is assembled with the wall reinforcements, the unit is hoisted and set at a predetermined position, and a steel reinforced concrete PC girder is joined between steel column members of the unit in the girder direction to construct a high-rise building. In comparison with the above-mentioned conventional construction methods, a temporary scaffolding such as a suspension scaffolding after steel frame construction is unnecessary, so that simplification of construction and safety of construction can be achieved.
また本発明によれば鉄骨柱及び梁各部材及び柱、梁の鉄
筋が、予め柱鉄骨ユニツト部材及び梁鉄骨ユニツト部材
に先組みされているので、鉄骨工、鉄筋工の小人数化、
作業の平均化が図られ、また部分的にPC部材を採用した
ことによって、大幅な省力化が図られ、工期の短縮が可
能となる。Further, according to the present invention, the steel column and beam members and columns, the reinforcing bar of the beam is pre-assembled to the column steel frame unit member and the beam steel frame unit member, therefore, the steelworker, the number of rebar workers,
The work is averaged, and the partial use of PC members saves a great deal of labor and shortens the construction period.
更に前記各ユニツト部材は地上で先組されるので作業の
安全性が向上され、また大型ユニツトであるため、施工
精度が大幅に向上される。Further, since each unit member is assembled on the ground in advance, work safety is improved, and since it is a large unit, construction accuracy is greatly improved.
更にまた本発明の方法による施工ブロツクを数工区に区
分して、各作業員により所要サイクルのローテーシヨン
で移動作業することによって、労務の小人数化と作業員
の配置の平均化を図ることができる。Furthermore, by dividing the construction block according to the method of the present invention into several construction sections and moving the work in a rotation of a required cycle by each worker, it is possible to reduce the number of labor and the allocation of workers. it can.
また本発明によれば、前記多層多スパンのユニツトを吊
上げる際、柱鉄骨ユニツトにおける鉄骨柱部材の梁接合
部よりワイヤを介して懸吊された柱筋固定治具によっ
て、柱主筋が正確に所定位置に保持されるものであり、
また上下に相隣る前記鉄骨梁のスパン中央部間に吊上補
強材が連結されているので、前記ユニツトの吊上げ時
に、前記鉄骨梁の変形、破損が防止される。Further, according to the present invention, when hoisting the multi-span multi-span unit, the pillar rebar fixing jig suspended via the wire from the beam joint portion of the steel pillar member in the pillar steel frame unit allows the pillar main bar to be accurately Is held in place,
Further, since the hoisting reinforcements are connected between the span center portions of the steel beams adjacent to each other in the vertical direction, deformation and damage of the steel beams are prevented when the unit is hoisted.
第１図は本発明に係る鉄骨鉄筋コンクリート造建築物の
躯体構築方法の一実施例の実施状況を示す斜視図、第２
図はその平面図、第３図は多層多スパンユニツトの一部
を欠截して示した正面図、第４図は鉄骨鉄筋コンクリー
トPC大梁の側面図、第５図は前記多層多スパンユニツト
の吊上げ状態を示す正面図、第６図は柱鉄骨ユニツト部
材の斜視図、第７図は柱筋固定治具の平面図、第８図は
同固定治具に対する柱鉄筋取付部を示す正面図である。 (A)……柱鉄骨ユニツト部材、 (B)……梁鉄骨ユニツト部材、 (C)……壁鉄筋、(D)……吊上補強材、 (P)……多層多スパンのユニツト、 (1)……鉄骨柱部材、(2)……柱筋固定治具、 (3)……吊りワイヤ、(5)……柱主筋 (7)……スパイラルフープ、(8)……鉄骨梁部材、 (9)……梁主筋、(10)……スターラツプ。FIG. 1 is a perspective view showing an implementation state of an embodiment of a method for constructing a frame of a steel-framed reinforced concrete building according to the present invention, FIG.
Figure is its plan view, Figure 3 is a front view with a part of the multi-span unit cut away, Figure 4 is a side view of a steel reinforced concrete PC girder, and Figure 5 is the lifting of the multi-span unit. FIG. 6 is a front view showing a state, FIG. 6 is a perspective view of a column steel frame unit member, FIG. 7 is a plan view of a column rebar fixing jig, and FIG. 8 is a front view showing a column rebar mounting portion for the fixing jig. . (A) …… Column steel frame unit member, (B) …… Beam steel frame unit member, (C) …… Wall rebar, (D) …… Suspension reinforcement, (P) …… Multilayer multi-span unit, ( 1) …… Steel column member, (2) …… Steel bar fixing jig, (3) …… Suspending wire, (5) …… Steel main bar (7) …… Spiral hoop, (8) …… Steel beam member , (9) …… Main beam, (10) …… Star lap.
───────────────────────────────────────────────────── フロントページの続き (72)発明者 佐土平 優 東京都渋谷区千駄ケ谷４丁目６番15号 フ ジタ工業株式会社内 (56)参考文献 特開 昭62−55377（ＪＰ，Ａ) 特開 昭61−158537（ＪＰ，Ａ) 特公 昭49−36575（ＪＰ，Ｂ２) ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Yu Satohira 4-6-15 Sendagaya, Shibuya-ku, Tokyo Within Fujita Kogyo Co., Ltd. (56) Reference JP-A-62-55377 (JP, A) JP-A-SHO 61-158537 (JP, A) JP-B Sho-49-36575 (JP, B2)
Claims (1)
毎に同柱部材より吊ワイヤを介して連結された枠型の柱
筋固定治具をセツトし、同各固定治具に亘って柱主筋を
取付け、同柱主筋に補助鉄筋を配設して柱鉄骨ユニツト
部材を組立てるとともに、梁鉄骨部材の水平ストツク時
に所定位置に梁鉄筋をセツトして梁鉄骨ユニツト部材を
組立て、複数層の同梁鉄骨ユニツト部材の梁鉄骨を前記
柱鉄骨ユニツト部材に接合するとともに、相隣る梁鉄骨
ユニツト部材の梁主筋を接合し、同梁鉄骨ユニツト部材
間に壁鉄筋を取付けて多層多スパンのユニツトを組立
て、同ユニツトにおける上下に隣る各鉄骨梁のスパン中
央部間に着脱自在の吊上補強材を連結したのち、同ユニ
ツトを順次吊上げて所定位置にセツトし、桁行方向に配
設された鉄骨鉄筋コンクリートPC大梁を前記ユニツトの
鉄骨柱部材に接合することを特徴とする鉄骨鉄筋コンク
リート造高層建築物の躯体構築方法。1. When a steel column member is horizontally stocked, a frame-shaped column bar fixing jig connected from the column member via a suspension wire is set at a predetermined position and the column is extended over each fixing jig. Attach the main bars and assemble auxiliary steel bars to the main bars of the column to assemble the pillar steel frame unit members.At the same time, when the horizontal stocking of the beam steel members is performed, set the beam reinforcing bars to the predetermined positions to assemble the beam steel frame unit members, Join the beam steel of the beam steel unit member to the column steel unit member, join the beam main bars of the adjacent beam steel unit members, and attach the wall reinforcing bars between the beam steel unit members to create a multi-span multi-unit unit. After assembling and connecting the detachable suspension reinforcement between the span center parts of the steel beams adjacent to each other in the upper and lower parts of the unit, the units are sequentially lifted and set to a predetermined position, and the steel frames are arranged in the girder direction. Rebar Skeleton construction method of steel reinforced concrete high-rise building, characterized in that bonding the cleat PC girder in steel columns member of the Yunitsuto.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31192888A JPH0672500B2 (en) | 1988-12-12 | 1988-12-12 | Steel frame reinforced concrete high-rise building frame construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31192888A JPH0672500B2 (en) | 1988-12-12 | 1988-12-12 | Steel frame reinforced concrete high-rise building frame construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH02157360A JPH02157360A (en) | 1990-06-18 |
| JPH0672500B2 true JPH0672500B2 (en) | 1994-09-14 |
Family
ID=18023119
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP31192888A Expired - Fee Related JPH0672500B2 (en) | 1988-12-12 | 1988-12-12 | Steel frame reinforced concrete high-rise building frame construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0672500B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003064875A (en) * | 2001-08-23 | 2003-03-05 | Maeda Corp | Assembling method for column reinforcement and beam reinforcement |
| CN103410332B (en) * | 2013-08-07 | 2015-09-02 | 中国核工业第二二建设有限公司 | A kind of concrete hollow block reinforcement wall construction technology |
-
1988
- 1988-12-12 JP JP31192888A patent/JPH0672500B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH02157360A (en) | 1990-06-18 |
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| LAPS | Cancellation because of no payment of annual fees |