JPH026897B2 - - Google Patents
Info
- Publication number
- JPH026897B2 JPH026897B2 JP13838484A JP13838484A JPH026897B2 JP H026897 B2 JPH026897 B2 JP H026897B2 JP 13838484 A JP13838484 A JP 13838484A JP 13838484 A JP13838484 A JP 13838484A JP H026897 B2 JPH026897 B2 JP H026897B2
- Authority
- JP
- Japan
- Prior art keywords
- beams
- columns
- floors
- column
- floor
- 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
Links
- 238000010276 construction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000012141 concentrate Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Organic Low-Molecular-Weight Compounds And Preparation Thereof (AREA)
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は、平面視形状が長方形で、それの桁行
方向をラーメン構造とし、梁間方向を連層耐震壁
構造とする高層建築物に関するものである。[Detailed Description of the Invention] (Industrial Application Field) The present invention relates to a high-rise building that is rectangular in plan view, has a rigid frame structure in the direction of the beams, and a continuous shear wall structure in the direction between the beams. be.
（従来技術）
例えば、桁行方向をラーメン構造、梁間方向を
連層耐震壁構造としたマンシヨン等の高層建築物
においては、梁間方向中央部にも全層にわたつて
中間柱を立設すると共に中間柱間に梁を設けてラ
ーメン構造とし、これによつて下層階における梁
成を小さくして階高を中高層階と同程度に低く押
えるようにしている。(Prior art) For example, in a high-rise building such as a condominium that has a rigid frame structure in the beam direction and a multi-story shear wall structure in the direction between the beams, an intermediate column is erected throughout the entire story in the center in the direction between the beams, and Beams are installed between the pillars to create a rigid frame structure, thereby reducing the beam size on the lower floors and keeping the floor height as low as the middle and upper floors.
（発明が解決しようとする問題点）
ところが、梁間方向両側の柱と中間部の柱とで
軸力を分散して負担するために、梁間方向両側に
おける側柱にかかる軸力が小さくなり、その結
果、地震時に生じる梁間方向のモーメント応力に
よる高層建築物の梁間方向（短辺方向）の浮上り
傾向が大きくなる欠点があつた。(Problem to be solved by the invention) However, since the axial force is distributed and borne by the columns on both sides in the inter-beam direction and the column in the middle, the axial force applied to the side columns on both sides in the inter-beam direction becomes small. As a result, there was a drawback that the moment stress in the direction between the beams that occurs during an earthquake increases the tendency for high-rise buildings to float in the direction between the beams (in the direction of the short side).
（問題点を解決するための手段）
そこで本発明は、柱構造の簡単な改良によつ
て、下層階における梁成を小さくしながらも中高
層階における軸力を側柱に集中させて建物短辺側
の浮上りに対する抵抗を増大させ得る、画期的な
構造の高層建築物を提供せんことを目的としてい
る。(Means for Solving the Problems) Therefore, the present invention aims to concentrate the axial force on the side columns on the middle and upper floors while reducing the beam size on the lower floors by simple improvement of the column structure. The purpose is to provide a high-rise building with an innovative structure that can increase resistance to side uplift.
上記目的達成のために本発明は、冒頭に記載し
た高層建築物において、下層階においてのみ梁間
方向中央部に中間柱を立設すると共にこれらの中
間柱間に梁を設けた点に特徴がある。 To achieve the above object, the present invention is characterized in that, in the high-rise building described at the beginning, intermediate columns are erected at the center in the direction between the beams only on the lower floors, and beams are provided between these intermediate columns. .
（実施例）
以下、本発明の実施例を図面に基づいて説明す
ると、第１図は高層建築物の縦断側面を示し、第
２図及び第３図は、下層階Ｆ及び中高層階F1の
横断平面を示す。(Example) Hereinafter, an example of the present invention will be described based on the drawings. Figure 1 shows a vertical side view of a high-rise building, and Figures 2 and 3 show the lower floor F and the middle and upper floors F1. Shows the transverse plane.
第２図及び第３図に示すように、この高層建築
物は平面視形状が長方形であつて、その桁行方向
が、下層階Ｆ及び中高層階F1の何れにおいても、
梁間方向両側の側柱１…とこれらを桁行方向で連
結する梁２…を主体とするラーメン構造Ａ，Ａで
あり、梁間方向が、前記側柱１，１とこれらにわ
たる耐震壁３，３を主体にする連層耐震壁構造Ｂ
…である。 As shown in FIGS. 2 and 3, this high-rise building has a rectangular shape in plan view, and the row direction is as follows for both the lower floor F and the middle and upper floors F1 .
These are rigid frame structures A and A mainly consisting of side columns 1 on both sides in the beam direction and beams 2 that connect these in the beam direction, and the beam direction is between the side columns 1 and 1 and the seismic walls 3 and 3 that span these. Mainly multi-layer shear wall structure B
...is...
そして第１図及び第２図で明らかなように、下
層階Ｆにおいては、梁間方向の中央部にも中間柱
４…を立設すると共に中間柱４…間に梁２′…を
設けてラーメン構造A′の形態とされている。 As is clear from Figs. 1 and 2, in the lower floor F, intermediate columns 4 are also erected in the center in the direction between the beams, and beams 2' are provided between the intermediate columns 4 to provide a rigid frame. It is said to have the form of structure A′.
即ち、中高層階F1においては２本柱、下層階
Ｆにおいては３本柱の架構としてあり、前記連層
耐震壁構造Ｂは、その構築手段は別として、梁間
方向両側に側柱１，１を立設すると共に、下層階
Ｆにおいて前記側柱１，１間に中間柱４を立設
し、そして、上部に壁梁５を備えた耐震壁３を、
下層階Ｆにおいては、側柱１と中間柱４とにわた
つて結合すると共に、中高層階F1においては、
耐震壁３，３どうしを連結してこれを側柱１，１
に結合して成る。 That is, the middle and upper floors F1 have two pillars, and the lower floors F have three pillars, and the continuous shear wall structure B has side pillars 1 and 1 on both sides in the direction between the beams, apart from the construction method. At the same time, an intermediate column 4 is erected between the side columns 1 and 1 on the lower floor F, and a shear wall 3 with a wall beam 5 on the upper part is installed.
On the lower floor F, it is connected across the side columns 1 and the middle columns 4, and on the middle and upper floors F1 ,
Connect the seismic walls 3 and 3 and connect them to the side columns 1 and 1
It consists of a combination of .
上記の構成によれば、前記中高層階F1の重量
による軸力が、これのほとんど全部が側柱１，１
に流れることになり、かつ、下層階Ｆの重量によ
る軸力が、側柱１，１と中間柱４とに分散して流
れることになる。 According to the above configuration, almost all of the axial force due to the weight of the mid-to-high floor F1 is applied to the side columns 1 and 1.
At the same time, the axial force due to the weight of the lower floor F flows in a distributed manner to the side columns 1, 1 and the intermediate column 4.
而して、形態としては３本柱の構成でありなが
ら、冒頭に記した従来の３本柱構成に比べて、側
柱１，１にかける軸力を大にでき、梁間方向のモ
ーメント応力による高層建築物短辺方向の浮上り
に対する抵抗を増大させることができる。 Although it has a three-column configuration, the axial force applied to the side columns 1, 1 can be increased compared to the conventional three-column configuration mentioned at the beginning, and the moment stress in the direction between the beams can be increased. It is possible to increase the resistance to floating in the short side direction of a high-rise building.
そして、側柱１，１にかける軸力を大きくした
ので梁成を大きくすることはやむないのである
が、既述したように３本柱の構成故に、中間柱４
を設けないで側柱１，１のみとする構成に比べれ
ば、下層階における梁成を大巾に小さく押えるこ
とができるのであり、即ち、従来の３本柱構成の
ものに比べて下層階Ｆにおける階高をさほど高く
しない構築ができるのである。 Since the axial force applied to the side columns 1 and 1 was increased, it was unavoidable to increase the beam size, but as mentioned above, because of the three-column configuration, the middle column 4
Compared to a configuration in which only the side columns 1 and 1 are provided without providing a column, the beam size on the lower floor can be made much smaller.In other words, compared to the conventional three-pillar configuration, It is possible to construct a building without making the floor height very high.
端的には、２本柱の構造と３本柱の構造の中間
的構造をとることができるのであり、而して、浮
上りに対する抵抗を十分に得ながら下層階Ｆの階
高を低くすることができるのである。 In short, it is possible to adopt an intermediate structure between a two-column structure and a three-column structure, thereby lowering the floor height of the lower floor F while providing sufficient resistance to uplift. This is possible.
尚、下層階Ｆとは、20階程度の建築物において
５階程度を、それ以下14階程度の建築物において
３階程度を、夫々目安にしているが、その階数に
ついては不問である。 Note that the lower floor F is approximately the 5th floor in a building with approximately 20 floors, and the 3rd floor in a building with 14 floors or less, but the number of floors does not matter.
第４図に第１別実施例の連層耐震壁構造Ｂを示
す。このものは、下層階Ｆにおける最上位の壁梁
５を梁間方向においてアーチ梁構造とし、かつ第
５図に示すように、該アーチ壁梁５とそれの上部
の耐震壁３との間に、中間柱４に対応する大きさ
或いはそれ以上の縁切り空隙部Ｃを設けたもの
で、縁切り空隙部Ｃによつて下高層階F1の軸力
を中間柱４に極力かけないようにすると共に、そ
の軸力をアーチ壁梁５から側柱１，１にスムース
に流すように考慮した点に特徴がある。 FIG. 4 shows a continuous shear wall structure B according to the first alternative embodiment. In this structure, the uppermost wall beam 5 on the lower floor F has an arch beam structure in the inter-beam direction, and as shown in FIG. 5, between the arch wall beam 5 and the shear wall 3 above it, It is provided with an edge-cutting gap C of a size corresponding to or larger than the intermediate column 4, and the edge-cutting gap C prevents the axial force of the lower upper floor F1 from being applied to the intermediate column 4 as much as possible, The feature is that the axial force is designed to flow smoothly from the arch wall beam 5 to the side columns 1, 1.
尚、前記縁切り空隙部Ｃを大に形成して、該空
隙部Ｃを出入口とし、ここに揺動式の扉を設ける
構成にするも良く、かつ、該部Ｃの直下部におけ
る壁梁５をアーチ状にしたが、これをストレート
の構造にするも良い。 Incidentally, it is also possible to form the edge-cutting gap C in a large size, use the gap C as an entrance and exit, and provide a swing-type door there, and the wall beam 5 directly below the part C may be Although I made it into an arch shape, it is also good to make it into a straight structure.
（発明の効果）
以上説明したように本発明による高層建築物
は、梁間方向における柱を２本にする構造と３本
にする構造との中間的な構造、即ち、下層階にお
いてのみ梁間方向中央部にも、中間柱と中間柱間
に設けた梁とから成るラーメン構造を設けたもの
であつて、これにより、中高層階の軸力のほとん
どを梁間方向両側の側柱に流すことができるよう
になり、従来の３本柱構造に比べて浮上り耐力を
増大できるようになつたのである。(Effects of the Invention) As explained above, the high-rise building according to the present invention has an intermediate structure between a structure in which the number of columns is two in the direction between the beams and a structure in which the number of columns is three. The structure also has a rigid frame structure consisting of intermediate columns and beams installed between the intermediate columns, so that most of the axial force of the middle and high floors can be transferred to the side columns on both sides in the direction between the beams. This made it possible to increase the floating strength compared to the conventional three-pillar structure.
そして、側柱に対する軸力の増大は下層階にお
ける梁成の増大を伴うのであるが、２本柱の構造
に比べてみれば梁成を大巾に小さくでき、即ち、
従来の３本柱構造のものに比べてさほど階高が高
くならず、全体として、簡単な構築改良によつ
て、従来の３本柱構造の建築物に比べて下層階の
階高がやや高くなるも浮上り耐力を高くする高層
建築物の施工を行なえるようになつた。 Furthermore, an increase in the axial force on the side columns is accompanied by an increase in the beam size on the lower floor, but compared to a two-column structure, the beam size can be significantly reduced.
The floor height is not much higher than that of a conventional three-pillar structure, and overall, through simple construction improvements, the floor height of the lower floors is slightly higher than that of a conventional three-pillar structure. It is now possible to construct high-rise buildings that float and increase their strength.
図面は本発明の実施例を示し、第１図は高層建
築物の縦断側面図、第２図は下層階における建築
物の横断平面図、第３図は上層階における建築物
の横断平面図である。第４図は別実施例の連層耐
震壁構造の概略図、第５図はその要部の詳細図で
ある。
Ａ，A′……ラーメン構造、Ｂ……連層耐震壁
構造、Ｆ……下層階、２′……梁、４……中間柱。
The drawings show an embodiment of the present invention; FIG. 1 is a longitudinal side view of a high-rise building, FIG. 2 is a cross-sectional plan view of the building on the lower floors, and FIG. 3 is a cross-sectional plan view of the building on the upper floors. be. FIG. 4 is a schematic diagram of a continuous shear wall structure according to another embodiment, and FIG. 5 is a detailed diagram of its main parts. A, A'...Ramen structure, B...Series shear wall structure, F...Lower floor, 2'...Beam, 4...Intermediate column.
Claims (1)
ーメン構造とし、梁間方向を連層耐震壁構造とす
る高層建築物であつて、下層階においてのみ梁間
方向中央部に中間柱を立設すると共にこれらの中
間柱間に梁を設けてあることを特徴とする高層建
築物。1. A high-rise building that is rectangular in plan view, has a rigid frame structure in the direction of the beams, and a continuous shear wall structure in the direction between the beams, with an intermediate column erected at the center in the direction between the beams only on the lower floors. A high-rise building characterized by having beams between these middle columns.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13838484A JPS6117648A (en) | 1984-07-03 | 1984-07-03 | High building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13838484A JPS6117648A (en) | 1984-07-03 | 1984-07-03 | High building |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6117648A JPS6117648A (en) | 1986-01-25 |
| JPH026897B2 true JPH026897B2 (en) | 1990-02-14 |
Family
ID=15220677
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP13838484A Granted JPS6117648A (en) | 1984-07-03 | 1984-07-03 | High building |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6117648A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0643106U (en) * | 1992-11-10 | 1994-06-07 | 株式会社イナックス | Anti-vibration mounting structure of pipe to wall panel and anti-vibration device |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63126724A (en) * | 1986-11-17 | 1988-05-30 | Nippon Valqua Ind Ltd | Manufacutring of fluorine resin rod |
| CA2189662C (en) | 1994-05-06 | 2004-12-14 | William M. Colone | Radially expandable polytetrafluoroethylene |
| WO1996000103A1 (en) | 1994-06-27 | 1996-01-04 | Endomed, Inc. | Radially expandable polytetrafluoroethylene and expandable endovascular stents formed therewith |
-
1984
- 1984-07-03 JP JP13838484A patent/JPS6117648A/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0643106U (en) * | 1992-11-10 | 1994-06-07 | 株式会社イナックス | Anti-vibration mounting structure of pipe to wall panel and anti-vibration device |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6117648A (en) | 1986-01-25 |
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