JPH02236325A - Construction method for super-highrise building - Google Patents
Construction method for super-highrise buildingInfo
- Publication number
- JPH02236325A JPH02236325A JP5373389A JP5373389A JPH02236325A JP H02236325 A JPH02236325 A JP H02236325A JP 5373389 A JP5373389 A JP 5373389A JP 5373389 A JP5373389 A JP 5373389A JP H02236325 A JPH02236325 A JP H02236325A
- Authority
- JP
- Japan
- Prior art keywords
- column
- precast concrete
- concrete
- hollow part
- main reinforcement
- 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.)
- Granted
Links
- 238000010276 construction Methods 0.000 title abstract description 9
- 230000002787 reinforcement Effects 0.000 claims abstract description 56
- 239000011178 precast concrete Substances 0.000 claims abstract description 31
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 13
- 239000010959 steel Substances 0.000 claims abstract description 13
- 238000000034 method Methods 0.000 claims abstract description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000000463 material Substances 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims 1
- 239000011150 reinforced concrete Substances 0.000 abstract description 5
- 230000002950 deficient Effects 0.000 abstract 1
- 230000008030 elimination Effects 0.000 abstract 1
- 238000003379 elimination reaction Methods 0.000 abstract 1
- 239000011440 grout Substances 0.000 description 3
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000001934 delay Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000011796 hollow space material Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明はチューブ架構の超高層建築物の溝築方法に係る
ものである。DETAILED DESCRIPTION OF THE INVENTION (Industrial Field of Application) The present invention relates to a method for constructing trenches for super high-rise buildings with tube structures.
（従来の技術）
従来、この種の構築方法においては、鉄骨の建方後、垂
直部の柱を梁下まで現場打ちコンクリートによって施工
し、水平部の梁、スラブ、ヘランダ等にはプレキャスト
コンクリート部材を併用し７ながら躯体を構築している
。(Conventional technology) Conventionally, in this type of construction method, after the steel frame is erected, the vertical columns are constructed with cast-in-place concrete up to the bottom of the beams, and the horizontal sections, such as beams, slabs, and helanders, are constructed using precast concrete members. The framework was constructed using 7 in combination.
（発明が解決しようとするｉ！ｌｍ）
しかしながら前記従来の方法では、柱が現場施工のため
、鉄筋の組立，型枠の組立，コンクリート打設等を必要
とし、現場施工率が高く、このため専門職種による作業
工数が多《、多くの技能者が必要になり、技能者の確保
が容易でなく、また天候に左右され易く、工程の遅延や
コンクリートの品質管理が問題になっている．
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、現場作業の省力化が図
られ、工期が短縮され、構造上の信頼性の高いチューブ
架構の超高層建築物の構築方法を提供する点にある。(i!lm that the invention seeks to solve) However, in the conventional method, the columns are constructed on-site, requiring assembly of reinforcing bars, assembly of formwork, concrete pouring, etc., resulting in a high on-site construction rate. The number of man-hours required for each specialized job is large, and many skilled workers are required, making it difficult to secure skilled workers and being easily affected by the weather, causing problems with process delays and concrete quality control. The present invention has been proposed in view of the problems of the prior art, and its objectives are to save labor on site, shorten the construction period, and create a tube frame with high structural reliability. Its purpose is to provide a method for constructing skyscrapers.
（課題を解決するための手段）
前記の目的を達成するため、本発明に係る超高層建築物
の構築方法は、所定位置に柱鉄骨を立設し、次いで断面
中央に材軸方向中空部を有し、且つ柱主筋の下端部には
鉄筋接合金具が装着され、上端部は柱頭部より梁成に柱
主筋継手長さを加算した長さ分突出されたプレキャスト
コンクリート柱部材を、前記中空部に柱鉄骨が嵌入する
ように建込むとともに、間柱部材の柱主筋に前記柱主筋
接合金具を介して下階柱の柱頭部からの柱主筋突出端部
を接合し、次いでＩスバン長の中央梁の左右に夫々半ス
パン長の端部梁が同各梁を貫通する梁筋を介して連結さ
れ、且つ各梁上端がスラブ厚だけ欠截されたプレキャス
トコンクリート梁ユニットを前記各柱部材の柱頭問に載
架して、相隣る前記梁ユニットにおける半スパン長の端
部梁の対向端より突出された梁筋を接合し、次いで桁方
向に相隣る前記梁ユニット問に半プレキャストコンクリ
ート床板を載架Ｌ５、前記各プレキャスＩ・コンクリー
ト部材の接合部、及び前記柱部材の中空部、並に前記床
板上に後打ちコンクリートを打設することを特徴とする
ものである。(Means for Solving the Problem) In order to achieve the above object, the method for constructing a super high-rise building according to the present invention includes erecting a column steel frame at a predetermined position, and then forming a hollow part in the axial direction of the material at the center of the cross section. The lower end of the column main reinforcement is equipped with a reinforcing bar joint fitting, and the upper end is a precast concrete column member that protrudes from the column head by a length equal to the beam length plus the column main reinforcement joint length. At the same time, the protruding end of the column main reinforcement from the column head of the lower floor column is connected to the column main reinforcement of the stud member via the column main reinforcement connection fitting, and then the central beam of I subban length is connected to the column main reinforcement of the stud member. A precast concrete beam unit in which end beams each having a half-span length on the left and right sides are connected via beam reinforcements passing through each beam, and the top end of each beam is cut by the thickness of the slab is connected to the column capital of each column member. The beam reinforcements protruding from the opposite ends of the half-span length end beams of the adjacent beam units are connected, and then semi-precast concrete floor plates are placed between the adjacent beam units in the girder direction. It is characterized in that post-cast concrete is placed on the mounting rack L5, the joint portions of the precast I/concrete members, the hollow portions of the column members, and the floor plate.
（作用）
本発明によれば前記したように、所定位置乙：立没され
た柱鉄骨に、プレキャストコンクリート柱部材を、同部
材の断面中央に材軸方向に亘って設けられた中空部が咲
入するように建込むとともに、同柱部材の柱主筋下端に
装着した鉄筋接合金具に、下階柱の柱頭部より突出した
下階柱の柱主筋を接合し、かくして前記柱部材を所定位
置にセットするとともに、上下柱の各柱主筋を接合する
ものである．
次いで、１スバン長の中央梁の左右に大々半スパン長の
端部梁を、同各梁を貫通する梁端を介して連結され、且
つ同各梁上端部がスラブ厚だけ欠截されたプレキャスト
コンクリート梁ユニットを、前記各柱部材の柱頭に赦架
するとともに、相隣る前記梁ユニットにおける各端部梁
の対向端より突１１１Ｌた梁筋を接合し、かくして前記
柱部材の柱頭部問にスパン方向に亘って前記梁ユニット
を横架Ｊ〜ろ。(Function) According to the present invention, as described above, a precast concrete column member is placed in a predetermined position B: a raised or lowered column steel frame, and a hollow portion provided in the center of the cross section of the member extends in the direction of the material axis. At the same time, the column main reinforcement of the lower floor column that protrudes from the column head of the lower floor column is connected to the reinforcing bar joint fitting attached to the lower end of the column main reinforcement of the same column member, and the column member is thus held in a predetermined position. At the same time as setting, each column main reinforcement of the upper and lower columns is connected. Next, end beams of roughly half a span length were connected to the left and right sides of the central beam of one span length through beam ends penetrating each beam, and the upper end of each beam was cut off by the thickness of the slab. A precast concrete beam unit is suspended over the column head of each column member, and beam reinforcements with a protrusion of 111L are connected from the opposite end of each end beam in the adjacent beam units, thus forming a column head of each column member. The beam unit is horizontally mounted in the span direction.
次いで桁方向に相隣ろ梁１ニツ１におけるスラブ厚に等
しい上端欠截部問に亘って半プレキャストコンクリート
床板を載架し、同床板上及び柱梁接合部、梁ユニットの
接合部並に前記柱の中空部に後打ちコンクリートを打設
し、鉄骨鉄筋コンクリート柱及びスパン方向に連続した
梁を構築するとともに、同社及び梁、並にスラブコンク
リートを一体化するものである。Next, a semi-precast concrete floor plate is placed in the direction of the girder across the upper end notch part equal to the slab thickness of the adjacent filter beam 1, and on the same floor plate, the column-beam joint, the joint of the beam unit, and the above-mentioned. Post-cast concrete will be placed in the hollow parts of the columns to construct steel reinforced concrete columns and beams that are continuous in the span direction, and the company, beams, and concrete slabs will be integrated.
このとき前記柱の柱頭部からは柱主筋が梁成に柱筋継手
長さを加算した長さ分、突出しているので、同柱筋は前
記のようにして構築された架横上に突出されることとな
り、以下前記と同様の工程を反覆することによって、チ
ューブ架構の超高層建築物の躯体が横築されるものであ
る。At this time, the main column reinforcement protrudes from the head of the column by the length of the beam plus the column reinforcement joint length, so the column reinforcement protrudes above the side of the frame constructed as described above. Therefore, by repeating the same steps as described above, the frame of a tube-framed skyscraper is constructed horizontally.
（実施例） 以下本発明を図示の実施例について説明する。(Example) The present invention will be described below with reference to the illustrated embodiments.
第１２図は超高層建築物におけるチューブ架横方式のキ
ープランを示し、囚は柱、（印は梁、（０は床、０はベ
ランダである。Figure 12 shows the key plan of the horizontal tube rack system in a skyscraper, where the prisoners are columns, (marks are beams, (0 is the floor, and 0 is the veranda.
第６図乃至第９図はプレキャストコンクリート柱部材（
＾ｌ）を示し、床上から梁下までの高さを有し、断面中
央に材袖方向に延びる中空部（】）を有し、柱主筋（２
）の下端には鉄筋接合金具、例えばスプライススリーブ
（３）が装着され、同スプライススリーブ（３）から柱
コンクリート面に開口するグラウト材注入口（３ａ）が
配設されている。更に前記柱主筋（２）の上端部は柱頭
から梁成ｈに鉄筋継手長さを加算した長さ分だけ突出し
ている。Figures 6 to 9 show precast concrete column members (
^l), has a height from the floor to the bottom of the beam, has a hollow part (]) extending in the direction of the timber sleeve in the center of the cross section, and has a column main reinforcement (2
) is fitted with a reinforcing bar joint fitting, for example, a splice sleeve (3), and a grout injection port (3a) that opens from the splice sleeve (3) to the column concrete surface is provided. Furthermore, the upper end of the column main reinforcement (2) protrudes from the column head by a length equal to the sum of the beam length h and the reinforcing bar joint length.
図中（４）は柱主筋（２）に囲填された剪断補強筋であ
る。In the figure, (4) is a shear reinforcing bar surrounded by the column main bar (2).
第ｌＯ図及び第１１図はプレキャストコンクリート梁ユ
ニット（Ｂ′）を示し、夫々梁成がスラブ厚分欠ｌ１れ
た相隣る柱問に跨る１スバン長の中央梁（Ｂ１）と同中
央梁（Ｂｌ）の左右に配設された夫々半スパン長の端部
梁（Ｂ２）とよりなり、前記各梁（ｙｔ＋）（ｓｚ）は
これらを貫通する梁下端筋（５）及び梁上端近傍に位置
する中間梁筋（６）によって結合され、前記各端筋の端
部は（５ａ） （６ａ）に示すように左右の端部梁（Ｂ
２）の端面より突出している。更に前記各梁（Ｂ＋）（
Ｂｚ）の上端面より肋筋（７）の上端部が突設されてい
る。Figures 10 and 11 show a precast concrete beam unit (B'), each of which has a central beam (B1) with a length of 1 span extending over adjacent columns with a slab thickness of 11. The beams (yt+) (sz) consist of end beams (B2) each having a half-span length placed on the left and right sides of (Bl), and each of the beams (yt+) (sz) has a beam bottom reinforcement (5) passing through them and a beam near the top end of the beam. They are connected by the located intermediate beam reinforcement (6), and the ends of each end reinforcement are connected to the left and right end beams (B) as shown in (5a) and (6a).
It protrudes from the end face of 2). Furthermore, each beam (B+) (
The upper end of the rib (7) projects from the upper end surface of the rib (Bz).
（Ｃ′）は半プレキャストコンクリート床板で、同床板
に埋設されたトラス筋（８）の上半部が床板上端面より
突出している。(C') is a semi-precast concrete floor plate, and the upper half of the truss reinforcement (8) embedded in the floor plate protrudes from the upper end surface of the floor plate.
（Ｄ′）は半プレキャストコンクリートベランダで前記
床板（Ｃ′）と同様に埋設トラス筋（９）の上半部が上
端面より上方に突出している。(D') is a semi-precast concrete veranda, and like the floor plate (C'), the upper half of the buried truss reinforcement (9) protrudes upward from the upper end surface.
而して所定の柱位置に柱鉄骨（Ａ２）を建込み、下階柱
の柱頭から柱主筋（２′）が突出した柱脚部に敷モルタ
ルを施工する。 （第１図参照）次いで前記プレキャス
トコンクリート柱部材（Ａ１）をその中空部（１）に前
記柱鉄骨（Ａ！）が嵌入するように吊下げて、柱主筋（
２）の下端スプライススリーブ（３）を下階柱より突出
した前記柱主筋（２′）に挿入し、建入りを確認して仮
固定したのち、前記スプライススリーブ（３）にグラウ
ト材注入口（３ａ）を介してグラウトを注入し２、上下
の柱主筋（２） （ ２ ’）を接合する。Then, a column steel frame (A2) is erected at a predetermined column position, and mortar is applied to the column base where the column main reinforcement (2') protrudes from the column head of the lower floor column. (See Figure 1) Next, the precast concrete column member (A1) is suspended so that the column steel frame (A!) fits into its hollow part (1), and the column main reinforcement (
2) Insert the lower end splice sleeve (3) into the column main reinforcement (2') protruding from the lower floor column, confirm the erection and temporarily fix it, then insert the grout injection port (2) into the splice sleeve (3). Inject grout through 3a) 2 and join the upper and lower column main reinforcements (2) (2').
（第２図参照）
次いで前記各柱部材（＾，）の柱頭部に前記プレキャス
トコンクリート梁ユニット（Ｂ′）を似架し，、左右に
相隣る同ユニット（Ｂ′）における端部梁（Ｂ２）の端
而より突出する梁下端筋突出端部（５ａ）、中間梁筋突
出端部（６ａ）間を溶接（ロ）する。（第３回参照）次
いで桁方向に相隣る前記プレキャストコン〃リート梁ユ
ニット（Ｂ′）問に半プレキャストコンクリート床板（
Ｃ′）及び半プレキャストコンクリートベランダ（Ｄ′
）を戟架し、柱梁接合部のバネルゾーン帯筋Ｑｆｆｌと
、相隣る端部梁（Ｂ２） （Ｉｈ）間の梁下・瑞筋（５
）及び中間梁筋（６）の各突出端部（５ａ） （５ａ）
． （６，ｌ） （６ａ）に肋筋（７′）を配筋する
とともに、梁上端筋（印及びスラブ上端筋０２１を配筋
する。（第４図及び第５図参照）
次いで前記柱部材（Ａ′）における中空部（２）、柱梁
接合部バネルゾーン及び相隣るブレキャストコンクリー
ト梁ユニツ｝（Ｂ’ｌにおける端部１（Ｂ，）間の接合
部に接合コンクリートを打設するとともに、前記床板（
Ｃ′）及びベランダ（Ｄ′）上にスラブコンクリート０
■及びベランダコンクリート０滲を打設してＩサイクル
の王程を完了するゆ
この際、前記柱主筋（２）は梁成ｈに鉄筋継手長さ分を
加算した長さだけ枕頭より突設されているので、１１１
記柱梁接合部コンクリー１・面より柱主筋（２）が突出
することとなり、同柱主筋（２）が上階に建込まれる柱
部材の柱土筋に接合されることとなる。(See Figure 2) Next, the precast concrete beam unit (B') is mounted on the column head of each column member (^,), and the end beams (B') of the same units (B') adjacent to each other on the left and right are Weld (b) between the protruding end (5a) of the lower beam reinforcement and the protruding end (6a) of the intermediate beam reinforcement protruding from the end of B2). (Refer to Part 3) Next, semi-precast concrete floor plates (
C') and semi-precast concrete veranda (D'
) at the column-beam joint and the beam bottom/straight reinforcement (5
) and each protruding end (5a) of the intermediate beam reinforcement (6) (5a)
．． (6, l) Arrange the cost reinforcement (7') in (6a), and also arrange the beam top end reinforcement (marked) and the slab top end reinforcement 021 (see Figures 4 and 5). Next, the column member (A'), the hollow part (2), the column-beam joint panel zone, and the adjacent pre-cast concrete beam unit} (B'l). , the floorboard (
Slab concrete 0 on C') and balcony (D')
When completing the I-cycle process by placing ■ and veranda concrete with zero seepage, the column main reinforcement (2) is installed to protrude from the head of the bed by a length equal to the beam length h plus the reinforcing bar joint length. Therefore, 111
The column main reinforcement (2) will protrude from the concrete 1 surface of the column-beam joint, and the column main reinforcement (2) will be connected to the column soil reinforcement of the column member to be built on the upper floor.
以下同様にして前記工程を反復して、チューブ架溝の超
高層建築物を構築するものである。Thereafter, the above-mentioned steps are repeated in the same manner to construct a super high-rise building with tube bridges.
（発明の効果）
本発明によれば前記したように、柱断面中央に材軸方向
の中空部を有するプレキャストコンクリート部材を、所
定位置に立設した鉄骨柱に、前記中空部が嵌入するよう
に建込み、同中空部に後打ちコンクリートを打設するこ
とによって鉄骨鉄筋コンクリート柱を施工するようにし
、同鉄骨鉄筋コンクリート柱をプレハブ化し、同社上に
、■スパン長の中央梁の左右に半スパン長の端部梁を同
各梁を貫通する梁筋を介し７て連結してなり、且つ梁成
がスラブ厚だけ欠截されたプレキャストコンクリート梁
ユニットを前記各柱部材の柱頭に載架し、相隣る同梁ユ
ニットに半プレキャストフンクＩＪ − ト床板を載架
し、前記各部材の接合部、及び柱部材の中空部並に前記
床板−１二に後打らコンクリートを打設することによっ
て、プレハブ化された前記各部材を一体に接合し、現場
作業の省力化と工期の短縮、高性能の品質が確保された
高層建築物の架構が可能となる。(Effects of the Invention) According to the present invention, as described above, a precast concrete member having a hollow portion in the direction of the material axis at the center of the column cross section is inserted into a steel column that is erected at a predetermined position so that the hollow portion fits into the precast concrete member. During construction, a steel-framed reinforced concrete column was constructed by pouring post-cast concrete into the hollow space, and the steel-framed reinforced concrete column was prefabricated. A precast concrete beam unit in which the end beams are connected through beam reinforcements passing through each beam, and the beam thickness is cut by the thickness of the slab, is mounted on the capital of each column member, and the adjacent A semi-precast Funk IJ-to floor board is mounted on the same beam unit, and post-cast concrete is placed at the joints of each member, the hollow part of the column member, and the floor board-1-2. By joining the above-mentioned members together, it is possible to construct a high-rise building that saves on-site work, shortens the construction period, and ensures high performance quality.
また前記柱部材に埋設された柱主筋の下端に柱主筋接合
金具が装着され、柱主筋の上端部は柱頭部より梁成に鉄
筋の継手長さを加算した長さ分突出されているので、階
床部上に柱主筋が鉄筋の継手長さだけ突出し、同突出部
に上階のプレキャストコンクリート柱部材を建込み、同
柱部材の主筋をその下端に装着された柱主筋接合金具を
介して、前記階床部より突出した下階の柱主筋を確実に
接合しうるちのであり、かくして本発明によれば下階よ
り上階に亘って順次前記施工サイクルを反復して、超高
層建築物を構築しうるものである．In addition, a column main reinforcement joint fitting is attached to the lower end of the column main reinforcement embedded in the column member, and the upper end of the column main reinforcement protrudes from the column head by a length equal to the beam length plus the reinforcing bar joint length. The main column reinforcements protrude above the floor by the length of the joints of the reinforcing bars, and the precast concrete column members on the upper floor are erected onto the protruding parts, and the main reinforcements of the column members are connected via the column main reinforcement connection fittings attached to the lower ends. According to the present invention, the construction cycle is sequentially repeated from the lower floor to the upper floor, and the construction of a super high-rise building is performed. can be constructed.
第１図乃至第４図は本発明に係る超高層建築物の構築方
法の一実施例の工程を示す正面図、第５図は梁と床板と
の接合部を示す縦断側面図、第６図はプレキャストコン
クリート柱部材の正面図、第７図はそ縦断面図、第８（
２Ｉ及び第９図は夫々第７図の矢視■一■図並に矢視ｔ
Ｘ−ＩＸ図、第ｌθ図はプレキャストコンクリート梁ユ
ニットの正面図、第１１回は第１０図の矢視ＸＩ−ＸＩ
図、第１２図は本発明の方法によって横築されるチュー
ブ架構の超高層建築物のキープランである。
＾一柱、 （Ｂｌ−梁、
ｔｏ一床、
（八．）一プレキャストコンクリート柱部材、（＾ｔ＞
”−柱鉄骨、
（Ｂ’！−・プレキャストコンクリート梁ユニット、（
Ｃ’ｌ一半プレキャストコンクリート床板、（１）一中
空部、 （２）一・・柱主筋、（３）・−スプラ
イススリーブ、
（５）一粱下端筋、 （６）一中間梁筋。
代理人 弁理士 岡 本 重 文
外２名
Ｊ？１５図
躬６に
８７圓
肩ｌ２閃1 to 4 are front views showing the steps of an embodiment of the method for constructing a super high-rise building according to the present invention, FIG. 5 is a vertical side view showing the joint between the beam and the floorboard, and FIG. Figure 7 is a front view of the precast concrete column member, Figure 7 is its longitudinal sectional view, and Figure 8 (
Figures 2I and 9 are taken from the arrows ■1 and t in Figure 7, respectively.
Fig.
Figure 12 shows a key plan for a tube-framed super high-rise building that will be built horizontally by the method of the present invention. ＾One column, (Bl-beam, to one floor, (8.) One precast concrete column member, (＾t＞
”-Column steel frame, (B'!-・Precast concrete beam unit, (
C'l one and a half precast concrete floor plates, (1) one hollow part, (2) one main column reinforcement, (3) splice sleeve, (5) one lower end reinforcement, (6) one intermediate beam reinforcement. Agent: Patent attorney Shige Okamoto, 2 people outside J? 15 figure 6 to 87 round shoulder l2 flash
Claims (1)
中空部を有し、且つ柱主筋の下端部には鉄筋接合金具が
装着され、上端部は柱頭部より梁成に柱主筋継手長さを
加算した長さ分突出されたプレキャストコンクリート柱
部材を、前記中空部に柱鉄骨が嵌入するように建込むと
ともに、同柱部材の柱主筋に前記柱主筋接合金具を介し
て下階柱の柱頭部からの柱主筋突出端部を接合し、次い
で１スパン長の中央梁の左右に夫々半スパン長の端部梁
が同各梁を貫通する梁筋を介して連結され、且つ各梁上
端がスラブ厚だけ欠截されたプレキャストコンクリート
梁ユニットを前記各柱部材の柱頭間に載架して、相隣る
前記梁ユニットにおける半スパン長の端部梁の対向端よ
り突出された梁筋を接合し、次いで桁方向に相隣る前記
梁ユニット問に半プレキャストコンクリート床板を載架
し、前記各プレキャストコンクリート部材の接合部、及
び前記柱部材の中空部、並に前記床板上に後打ちコンク
リートを打設することを特徴とする超高層建築物の構築
方法。A column steel frame is erected at a predetermined position, and then a hollow part is formed in the center of the cross section in the direction of the material axis, and a reinforcing bar joint is attached to the lower end of the column main reinforcement, and a column main reinforcement joint is attached to the beam from the column head to the upper end. A precast concrete column member protruding by the added length is erected so that the column steel frame fits into the hollow part, and the lower floor column is connected to the column main reinforcement of the column member via the column main reinforcement connection fitting. The protruding ends of the column main reinforcement from the column head are connected, and then the end beams of half span length are connected to the left and right sides of the central beam of one span length through beam reinforcements passing through each beam, and each beam is A precast concrete beam unit whose upper end is cut by the thickness of the slab is mounted between the column heads of each of the column members, and beam reinforcement protrudes from the opposite end of the half-span end beam in the adjacent beam unit. Then, a semi-precast concrete floor plate is placed between the beam units adjacent to each other in the girder direction, and post-casting is applied to the joints of each precast concrete member, the hollow part of the column member, and the floor plate. A method of constructing a skyscraper characterized by pouring concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5373389A JPH0781307B2 (en) | 1989-03-08 | 1989-03-08 | How to build a skyscraper |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5373389A JPH0781307B2 (en) | 1989-03-08 | 1989-03-08 | How to build a skyscraper |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH02236325A true JPH02236325A (en) | 1990-09-19 |
| JPH0781307B2 JPH0781307B2 (en) | 1995-08-30 |
Family
ID=12951033
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5373389A Expired - Lifetime JPH0781307B2 (en) | 1989-03-08 | 1989-03-08 | How to build a skyscraper |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0781307B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07207751A (en) * | 1994-01-13 | 1995-08-08 | Kajima Corp | Concrete application for column and beam with different strength |
| CN106696053A (en) * | 2016-12-16 | 2017-05-24 | 上海建工材料工程有限公司 | Mounting method of prefabricated capping beam bottom plate |
| CN107938835A (en) * | 2017-06-12 | 2018-04-20 | 重庆大学 | A kind of prefabricated assembled frame combined using profile steel concrete column and girder steel |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103821362B (en) * | 2014-03-07 | 2015-10-28 | 中化二建集团有限公司 | Outstanding beam-and-rail and roofing construction method for synchronously constructing |
-
1989
- 1989-03-08 JP JP5373389A patent/JPH0781307B2/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07207751A (en) * | 1994-01-13 | 1995-08-08 | Kajima Corp | Concrete application for column and beam with different strength |
| CN106696053A (en) * | 2016-12-16 | 2017-05-24 | 上海建工材料工程有限公司 | Mounting method of prefabricated capping beam bottom plate |
| CN106696053B (en) * | 2016-12-16 | 2019-01-25 | 上海建工材料工程有限公司 | A kind of installation method of preform lid beam bottom plate |
| CN107938835A (en) * | 2017-06-12 | 2018-04-20 | 重庆大学 | A kind of prefabricated assembled frame combined using profile steel concrete column and girder steel |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0781307B2 (en) | 1995-08-30 |
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