JPH0734717A - Earthquake insulating structure for multilayer building having core wall - Google Patents
Earthquake insulating structure for multilayer building having core wallInfo
- Publication number
- JPH0734717A JPH0734717A JP5180186A JP18018693A JPH0734717A JP H0734717 A JPH0734717 A JP H0734717A JP 5180186 A JP5180186 A JP 5180186A JP 18018693 A JP18018693 A JP 18018693A JP H0734717 A JPH0734717 A JP H0734717A
- Authority
- JP
- Japan
- Prior art keywords
- core wall
- outer peripheral
- peripheral frame
- building
- 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.)
- Pending
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】この発明は、高層建築物の耐震構
造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a seismic structure for high-rise buildings.
【０００２】[0002]
【従来の技術】地震の多い我が国では、従来鉄筋コンク
リート造で高層建築物を建てる場合、ラーメン構造とし
ている。地震による水平力を多く負担出来る壁式鉄筋コ
ンクリート造は、現在建物の軸方向に曲げ変形をあまり
起こさず、剪断変形が卓越するような場合に適用されて
きた。しかし壁の形状が底辺の長さに比べて高さが高く
なるに従い、その壁の挙動は、曲げ変形が卓越すること
になる。つまり、壁自体が地面支持の片持ち梁のような
挙動をとり、曲げ変形が卓越する。この変形は壁を転倒
させるように働くため曲げ変形を抑制する必要がある。2. Description of the Related Art In Japan, where there are many earthquakes, when a high-rise building is conventionally constructed by a reinforced concrete structure, it has a ramen structure. Wall-type reinforced concrete structures that can bear a large amount of horizontal force due to an earthquake have been applied to cases where bending deformation does not occur much in the axial direction of the building and shear deformation is dominant. However, as the shape of the wall increases in height compared to the length of the bottom, the behavior of the wall becomes predominant in bending deformation. In other words, the wall itself behaves like a cantilever supporting the ground, and bending deformation is outstanding. Since this deformation acts to cause the wall to fall, it is necessary to suppress bending deformation.
【０００３】[0003]
【発明が解決しようとする課題】従来のように、高強度
材料を使用した鉄筋コンクリートを用いたラーメン構造
で建築物を建てる場合、柱の本数が多くなり有効空間が
広く採れない。また高層鉄筋コンクリート造では地震水
平力も大きくなり柱の断面積も大きくなるという欠点が
あった。また独立耐震壁とラーメン構造を混用すると、
ラーメン構造が多大の地震水平力を負担しラーメン構造
部分の柱、梁の設計が困難になる。一方独立耐震壁が多
くの地震水平力を負担すると建物の変形が過大となる。
本発明は、外周のフレームが負担する地震水平力を極力
少なくすることにより、有効空間を広くするとともに、
上層階で過大となる建物の変形をトップガーダーで抑制
し、耐震壁の脚部に生じる曲げモーメントを減少せしめ
るような構造を提供することを目的とする。When a building is constructed with a rigid frame structure using reinforced concrete using a high-strength material as in the prior art, the number of pillars increases and the effective space cannot be wide. In addition, the high-rise reinforced concrete construction had the drawback that the horizontal seismic force also increased and the cross-sectional area of the column also increased. In addition, if you mix independent seismic wall and ramen structure,
The frame structure bears a large seismic horizontal force, making it difficult to design columns and beams in the frame structure. On the other hand, if the independent earthquake-resistant wall bears much earthquake horizontal force, the deformation of the building will be excessive.
The present invention widens the effective space by minimizing the earthquake horizontal force that the outer frame bears, and
It is an object of the present invention to provide a structure that suppresses excessive deformation of the building on the upper floors with a top girder and reduces the bending moment generated at the legs of the earthquake resistant wall.
【０００４】[0004]
【課題を解決するための手段】先ず従来から用いられて
きた純粋なラーメン構造を、地震による水平力を負担す
る鉄筋コンクリート造のコア壁と、建築物頂部の外周フ
レームとコア壁間にトップガーダーを取着したものとす
る。コア壁とコア壁を連結する境界梁はあっても、なく
てもよい。従って前記地震水平力によって生ずるコア壁
の下層階での転倒モーメントをトップガーダーの曲げ戻
し作用によって抑制しかつ外周フレームは曲げ戻しによ
る軸力と長期軸力のみを負担させるような構造とする。
外周フレームは従来のラーメン構造から解放して柔軟な
構造とするため下層階一層と最上階のみに梁を設け中間
階には梁を設けない構造とする。かつ、柱断面積を小さ
くして空間を広く利用する。場合によっては下層階の柱
を抜き建築物プランニング上での制約を少なくする。[Means for Solving the Problems] First of all, a pure ramen structure that has been used conventionally is provided with a reinforced concrete core wall that bears the horizontal force due to an earthquake and a top girder between the outer peripheral frame and the core wall at the top of the building. It is assumed to be attached. There may or may not be a boundary beam connecting the core walls to each other. Therefore, the overturning moment at the lower floor of the core wall caused by the earthquake horizontal force is suppressed by the bending back action of the top girder, and the outer peripheral frame is made to bear only the axial force due to the bending back and the long-term axial force.
The outer frame will have a flexible structure that is free from the conventional rigid frame structure. Beams will be provided only in the lower floor and the uppermost floor, and no beams will be provided in the middle floor. In addition, the column cross-sectional area is reduced to make wider use of the space. In some cases, the pillars on the lower floors will be removed to reduce restrictions on building planning.
【０００５】[0005]
【作用】コア壁と外周フレームの鉄筋コンクリート構造
とするため広い空間を確保することが出来る。またコア
壁は地面を固定端とした片持ち梁のような挙動をとり地
震時には過大な曲げモーメントが作用するが、建築物頂
部の外周フレームとコア壁間に取着したトップガーダー
は、曲げ戻し作用によってコア壁の曲げモーメントを抑
制する。[Function] Since the core wall and the outer peripheral frame have the reinforced concrete structure, a wide space can be secured. Also, the core wall behaves like a cantilever with the ground as the fixed end and an excessive bending moment acts at the time of an earthquake, but the top girder attached between the outer frame of the building top and the core wall does not bend back. The action suppresses the bending moment of the core wall.
【０００６】トップガーダーを設けることにより曲げモ
ーメントを上部でも負担する様子を図８（ａ）、（ｂ）
に示す。図８（ａ）はトップガーダーのない場合の曲げ
モーメント図で図８（ｂ）はトップガーダーを設けた場
合の曲げモーメント図を表し、一般に同一水平力を受け
た場合 Ｍ0 ＝Ｍ1 ＋Ｍ2 Ｍ0 ＝ラーメン構造の場合の曲げモーメント Ｍ1 ＝コア壁と外周フレーム構造にしてトップガーダー
を設けた場合のコア壁の曲げモーメント Ｍ2 ＝コア壁と外周フレーム構造にしてトップガーダー
を設けた場合のトップガーダーの曲げモーメント となり、トップガーダーが曲げモーメントの一部に耐抗
することがわかる。8 (a) and 8 (b) show that the bending moment is also carried by the top girder.
Shown in. FIG. 8 (a) is a bending moment diagram when there is no top girder, and FIG. 8 (b) is a bending moment diagram when a top girder is provided. Generally, when the same horizontal force is applied, M 0 = M 1 + M 2 M 0 = Bending moment in the case of a rigid frame structure M 1 = Bending moment of the core wall in the case of providing a top wall girder with a core wall and outer peripheral frame structure M 2 = In the case of providing a top girder with a core wall and outer periphery frame structure The bending moment of the top girder is that the top girder resists a part of the bending moment.
【０００７】[0007]
【実施例】図１は、実施例の屋上階平面図でコア壁１と
外周フレーム５との間にトップガーダー２を設けたとこ
ろを示す。図２は基準階の平面図であり梁を設けない。
図３は図１のＡ−Ａ断面図である。なお、各階のコア壁
を連結する境界梁３は、あってもなくても可能である。
図４はＬ型コア壁を示し、図５はＨ型コア壁の例を示
す。図６は外周フレームの横断面図で三角形、四角形、
多角形から円と形状は自由である。図７は高層建築物の
立面図を示し（ａ）では下層階の柱を抜いた状態を示し
ている。FIG. 1 is a plan view of a rooftop floor showing an embodiment in which a top girder 2 is provided between a core wall 1 and an outer peripheral frame 5. FIG. 2 is a plan view of the standard floor without beams.
FIG. 3 is a sectional view taken along line AA of FIG. It should be noted that the boundary beam 3 connecting the core walls of each floor may be provided or not.
FIG. 4 shows an L-shaped core wall, and FIG. 5 shows an example of an H-shaped core wall. FIG. 6 is a cross-sectional view of the outer frame, which is a triangle, a quadrangle,
Circles and shapes are free from polygons. FIG. 7 shows an elevation view of a high-rise building, and FIG. 7 (a) shows a state in which a pillar on the lower floor is removed.
【０００８】[0008]
【発明の効果】この発明の効果は、コア壁に地震による
水平力を負担させ、外周フレームは長期の軸力と建築物
頂部のコア壁と外周フレーム間に取着したトップガーダ
ーの曲げ戻し作用による軸力のみを負担させる。また、
下層階一層と最上階のみにしか梁を設けないので外周フ
レームは従来のラーメン構造から解放され、かつ柱断面
積を小さくして有効空間を広く利用することが出来る。
また外周フレームを柔軟な構造にするため下層階の柱を
抜いて建築上のプランニングの制約を少なくすることも
出来る。また、トップガーダーを取着することにより、
建物全体の変形を抑制することが出来る。The effects of the present invention are that the core wall bears a horizontal force due to an earthquake, and the outer peripheral frame has a long-term axial force and the bending back action of the top girder attached between the core wall and the outer peripheral frame at the top of the building. Only bear the axial force. Also,
Since the beams are provided only on the lower floor and the uppermost floor, the outer frame is freed from the conventional rigid frame structure, and the column cross-sectional area can be reduced to widely use the effective space.
In addition, since the outer frame has a flexible structure, the columns on the lower floors can be removed to reduce the constraints of architectural planning. Also, by attaching the top girder,
The deformation of the entire building can be suppressed.
【図１】この発明の屋上平面図を示す。FIG. 1 shows a rooftop plan view of the present invention.
【図２】標準階の断面図を示す。FIG. 2 shows a sectional view of a standard floor.
【図３】図１のＡ−Ａ断面図である。3 is a cross-sectional view taken along the line AA of FIG.
【図４】Ｌ字型コア壁の例である。FIG. 4 is an example of an L-shaped core wall.
【図５】Ｈ字型コア壁の例である。FIG. 5 is an example of an H-shaped core wall.
【図６】三角形外周フレーム、四角形外周フレームの例
である。FIG. 6 is an example of a triangular outer frame and a quadrangular outer frame.
【図７】高層建築物の立面図である。FIG. 7 is an elevation view of a high rise building.
【図８】（ａ）ラーメン構造の地震力による曲げモーメ
ント図である。 （ｂ）トップガーダーを設けた場合の曲げモーメント図
であるFIG. 8 (a) is a bending moment diagram of a rigid frame structure due to seismic force. (B) It is a bending moment diagram when a top girder is provided.
１・・・コア壁、２・・・トップガーダー、３・・・境
界梁、４・・・柱、５・・・外周フレーム1 ... Core wall, 2 ... Top girder, 3 ... Boundary beam, 4 ... Column, 5 ... Perimeter frame
───────────────────────────────────────────────────── フロントページの続き (72)発明者 栗野 治彦 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 (72)発明者 畑田 朋彦 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 (72)発明者 高井 剛 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 ─────────────────────────────────────────────────── ─── Continuation of front page (72) Haruhiko Kurino, Inventor Haruhiko Akasaka, 1-2-7 Minato-ku, Tokyo Kashima Construction Co., Ltd. (72) Inventor Tomohiko Hatada 1-2-7 Moto-Akasaka, Minato-ku, Tokyo No. Kashima Construction Co., Ltd. (72) Inventor Tsuyoshi Takai 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Construction Co., Ltd.
Claims (1)
ト造からなる高層建築物で、該高層建築物の頂部にトッ
プガーダーを設け、下層階一層と最上層階にのみ梁を設
け中間階には梁を設けないでなることを特徴とするコア
壁を有する高層建築物の耐震構造。1. A high-rise building made of a reinforced concrete structure having a core wall and a peripheral frame, a top girder is provided on the top of the high-rise building, beams are provided only on the lower and first floors, and a beam is provided on the middle floor. A seismic resistant structure for high-rise buildings having a core wall characterized by not being provided.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5180186A JPH0734717A (en) | 1993-07-21 | 1993-07-21 | Earthquake insulating structure for multilayer building having core wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5180186A JPH0734717A (en) | 1993-07-21 | 1993-07-21 | Earthquake insulating structure for multilayer building having core wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH0734717A true JPH0734717A (en) | 1995-02-03 |
Family
ID=16078896
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5180186A Pending JPH0734717A (en) | 1993-07-21 | 1993-07-21 | Earthquake insulating structure for multilayer building having core wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0734717A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006132234A (en) * | 2004-11-08 | 2006-05-25 | Takenaka Komuten Co Ltd | Multistory building |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4854736A (en) * | 1971-11-08 | 1973-08-01 | ||
| JPS5826467A (en) * | 1981-07-24 | 1983-02-16 | イ−・アイ・デユポン・ド・ネモア−ス・アンド・コンパニ− | Electric connector |
| JPS6448978A (en) * | 1987-08-14 | 1989-02-23 | Hazama Gumi | Building structure |
-
1993
- 1993-07-21 JP JP5180186A patent/JPH0734717A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4854736A (en) * | 1971-11-08 | 1973-08-01 | ||
| JPS5826467A (en) * | 1981-07-24 | 1983-02-16 | イ−・アイ・デユポン・ド・ネモア−ス・アンド・コンパニ− | Electric connector |
| JPS6448978A (en) * | 1987-08-14 | 1989-02-23 | Hazama Gumi | Building structure |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006132234A (en) * | 2004-11-08 | 2006-05-25 | Takenaka Komuten Co Ltd | Multistory building |
| JP4546803B2 (en) * | 2004-11-08 | 2010-09-22 | 株式会社竹中工務店 | High-rise building |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A02 | Decision of refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A02 Effective date: 19980804 |