JP2023010071A - building - Google Patents

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JP2023010071A
JP2023010071A JP2021113878A JP2021113878A JP2023010071A JP 2023010071 A JP2023010071 A JP 2023010071A JP 2021113878 A JP2021113878 A JP 2021113878A JP 2021113878 A JP2021113878 A JP 2021113878A JP 2023010071 A JP2023010071 A JP 2023010071A
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building
studs
pair
beams
atrium space
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翼 谷
Tsubasa Tani
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Taisei Corp
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Abstract

To provide a building which has an open ceiling space, and can secure excellent vibration control performance.SOLUTION: A building 1 has an open ceiling space 20. The building 1 includes: a plurality of studs 50 arranged facing the open ceiling space 20 and for connecting upper and lower floors with each other; and vibration control dampers 60 for connecting the studs 50 with each other. The vibration control damper 60 extends in a direction separated by a plurality of floors in a vertical direction and separated by a predetermined distance in a horizontal direction. In the case where the building 1 vibrates by an external force such as an earthquake and strong wind, the vibration control dampers 60 absorb the vibration of the building 1, so that the vibration of the building 1 can be reduced, and excellent vibration control performance can be secured.SELECTED DRAWING: Figure 1

Description

本発明は、建物内部に制振ダンパを有する建物に関する。 The present invention relates to a building having vibration dampers inside the building.

従来より、建物内部にダンパなどの制振装置を備えた建物がある（特許文献１～３参照）。
特許文献１には、建物内部の吹き抜け空間に揺動体が配置された建物が示されている。この揺動体の上端部は、建物の上部に固定され、その下端部は、オイルダンパを介して建物下部に連結されている。この建物では、地震や風によって建物に外力が作用し、建物に曲げ変形が生じると、オイルダンパがこの揺れを吸収する。
特許文献２には、吹き抜け部を囲む柱梁架構にダンパが設けられた制振建物が示されている。吹き抜け部には、複数階にわたって形成されてブレースが設けられている。ブレースの上部は、ダンパを介して、吹き抜け部の天井部の柱梁架構に連結されている。
特許文献３には、構造物は、鉄筋コンクリート造の中層部と、中層部の下に設けられる鉄骨造の低層部と、中層部の上に設けられる鉄骨造の高層部と、を備える。高層部には、斜めに延びる制振装置が設けられる。 BACKGROUND ART Conventionally, there are buildings equipped with vibration damping devices such as dampers inside the buildings (see Patent Documents 1 to 3).
Patent Literature 1 shows a building in which a rocking body is arranged in an atrium space inside the building. The upper end of this rocking body is fixed to the upper part of the building, and the lower end is connected to the lower part of the building via an oil damper. In this building, when an external force acts on the building due to an earthquake or wind, and bending deformation occurs in the building, the oil damper absorbs this shaking.
Patent Literature 2 shows a damping building in which a damper is provided in a column-to-beam frame surrounding an atrium. The atrium is provided with braces formed over a plurality of floors. The upper part of the brace is connected to the column-beam frame of the ceiling of the atrium through a damper.
In Patent Literature 3, the structure includes a reinforced concrete middle-layer section, a steel-framed low-layer section provided below the middle-layer section, and a steel-framed high-rise section provided above the middle-layer section. The high-rise part is provided with a vibration damping device extending obliquely.

特開２０１０－２６１２４７号公報JP 2010-261247 A 特開２０１８－１３５６５５号公報JP 2018-135655 A 特開２０１９－１００１５６号公報JP 2019-100156 A

本発明は、吹き抜け空間を有しかつ優れた制振性能を確保できる建物を提供することを課題とする。 An object of the present invention is to provide a building that has an atrium space and can ensure excellent damping performance.

本発明者らは、吹き抜け空間を有する建物として、吹き抜け空間に面して上下階同士を連結する間柱を設け、さらに、間柱同士の間に複数階を跨ぐように斜め方向に制振ダンパを設置することで、居室空間を狭めることなく、建物の複数階の間で生じた変形による振動エネルギーを制振ダンパで吸収して、高い制振性能が確保可能となる点に着眼して、本発明に至った。
第１の発明の建物（例えば、後述の建物１）は、吹き抜け空間（例えば、後述の吹き抜け空間２０）を有する建物であって、前記吹き抜け空間に面して配置されてかつ上下階同士を連結する複数の間柱（例えば、後述の間柱５０）と、前記間柱同士を連結する制振ダンパ（例えば、後述の制振ダンパ６０）と、を備え、前記制振ダンパは、上下方向に複数階離れてかつかつ水平方向に所定距離だけ離れた方向に延びていることを特徴とする。 As a building with an atrium space, the present inventors installed studs that connect the upper and lower floors facing the atrium space, and further installed vibration control dampers between the studs in an oblique direction so as to straddle multiple floors. By doing so, the vibration energy caused by the deformation occurring between multiple floors of the building can be absorbed by the vibration damper without narrowing the living room space, and high vibration control performance can be secured. reached.
A building of the first invention (for example, a building 1 described later) is a building having an atrium space (for example, an atrium space 20 described later), which is arranged facing the atrium space and connects the upper and lower floors. and a plurality of studs (for example, a stud 50 described later) and a vibration damper (for example, a vibration damper 60 described later) that connects the studs, and the vibration damper is separated by a plurality of floors in the vertical direction. and extending in a direction separated by a predetermined distance in the horizontal direction.

ここで、制振ダンパは、粘性ダンパ、粘弾性体ダンパ、摩擦ダンパのうち、一つ以上を含んで構成される。また、吹き抜け空間には、立体駐車場やエレベータシャフトが含まれる。
この発明によれば、吹き抜け空間に面して複数階を跨ぐように斜め方向に制振ダンパを配置した。よって、地震や強風といった外力により建物が揺れた場合、制振ダンパが建物の振動を吸収するので、建物の揺れを低減でき、優れた制振性能を確保できる。 Here, the damping damper includes one or more of a viscous damper, a viscoelastic damper, and a friction damper. In addition, the atrium space includes a multi-storey parking lot and an elevator shaft.
According to this invention, the dampers are arranged obliquely across a plurality of floors facing the atrium space. Therefore, when the building shakes due to an external force such as an earthquake or strong wind, the vibration control damper absorbs the vibration of the building, so that the vibration of the building can be reduced and excellent vibration control performance can be secured.

第２の発明の建物は、前記吹き抜け空間に面して配置された柱（例えば、後述の柱１０Ａ）と、前記柱に接合された一対の梁（例えば、後述の梁１１Ａ）と、前記一対の梁のそれぞれから吹き抜け空間に向かって突出する一対の片持ち梁（例えば、後述の片持ち梁４１）と、を備え、前記間柱は、前記一対の片持ち梁の先端部で支持されていることを特徴とする。 The building of the second invention comprises a pillar (for example, a pillar 10A to be described later) arranged facing the atrium space, a pair of beams (for example, a beam 11A to be described later) joined to the pillar, and the pair of and a pair of cantilever beams (e.g., cantilever beams 41 to be described later) protruding from each of the beams toward the atrium space, and the studs are supported by the tips of the pair of cantilever beams. It is characterized by

この発明によれば、梁から延びる一対の片持ち梁の先端部で間柱を支持したので、柱、大梁、および片持ち梁が一体となって建物の変形に抵抗するから、建物の揺れを低減できる。
また、高層の鉄筋コンクリート造建物では、柱に大きな荷重がかかるため、柱に高強度コンクリートを使用することが多い。そのため、柱にあと施工アンカーを打設して片持ち梁を取り付けることができない。本発明では、梁に片持ち梁を設けるので、高層の鉄筋コンクリート造建物に対して、あと施工で間柱や制振ダンパを取り付けることができる。 According to this invention, since the studs are supported by the tips of the pair of cantilever beams extending from the beams, the pillars, girders, and cantilever beams work together to resist the deformation of the building, thereby reducing the shaking of the building. can.
In high-rise reinforced concrete buildings, high-strength concrete is often used for columns because a large load is applied to the columns. Therefore, the cantilever beam cannot be attached by driving post-construction anchors to the pillar. In the present invention, since the beam is provided with a cantilever beam, it is possible to attach studs and vibration control dampers to a high-rise reinforced concrete building by post-construction.

第３の発明の建物は、前記吹き抜け空間に面して配置された柱（例えば、後述の柱１０Ａ）と、前記柱に接合された一対の梁（例えば、後述の梁１１Ａ）と、前記一対の梁から前記吹き抜け空間に向かって突出する支持部（例えば、後述の支持部７０）と、を備え、前記支持部は、前記柱の両側の梁に接合される一対の片持ち梁（例えば、後述の片持ち梁７１）と、前記一対の片持ち梁の先端部同士を連結する横架材（例えば、後述の横架材７２）と、を有しており、前記間柱は、前記横架材の中間部で支持されていることを特徴とする。 The building of the third invention comprises a pillar (for example, a pillar 10A to be described later) arranged facing the atrium space, a pair of beams (for example, a beam 11A to be described later) joined to the pillar, and the pair of and a support portion (for example, a support portion 70 described later) projecting from the beam toward the atrium space, and the support portion is a pair of cantilever beams (for example, A cantilever beam 71 to be described later) and a horizontal member (for example, a horizontal member 72 to be described later) connecting the distal ends of the pair of cantilever beams. It is characterized by being supported by the middle part of the material.

この発明によれば、梁から延びる一対の片持ち梁の先端部で間柱を支持したので、柱、大梁、片持ち梁、および横架材が一体となって建物の変形に抵抗するから、建物の揺れを低減できる。
また、高層の鉄筋コンクリート造建物では、柱に大きな荷重がかかるため、柱に高強度コンクリートを使用することが多い。そのため、柱にあと施工アンカーを打設して片持ち梁を取り付けることができない。本発明では、梁に片持ち梁を設けるので、高層の鉄筋コンクリート造建物に対して、あと施工で間柱や制振ダンパを取り付けることができる。 According to this invention, since the studs are supported by the tips of the pair of cantilever beams extending from the beams, the columns, girders, cantilever beams, and horizontal members work together to resist deformation of the building. sway can be reduced.
In high-rise reinforced concrete buildings, high-strength concrete is often used for columns because a large load is applied to the columns. Therefore, the cantilever beam cannot be attached by driving post-construction anchors to the pillar. In the present invention, since the beam is provided with a cantilever beam, it is possible to attach studs and vibration control dampers to a high-rise reinforced concrete building by post-construction.

本発明によれば、吹き抜け空間を有しかつ優れた制振性能を確保できる建物を提供できる。 ADVANTAGE OF THE INVENTION According to this invention, the building which has atrium space and can ensure the outstanding damping performance can be provided.

本発明の第１実施形態に係る建物の平面図である。1 is a plan view of a building according to a first embodiment of the present invention; FIG. 図１の建物のＡ－Ａ断面図である。FIG. 2 is a cross-sectional view of the building of FIG. 1 taken along line AA; 第１実施形態に係る支持部の模式的な平面図である。FIG. 4 is a schematic plan view of a support portion according to the first embodiment; 第１実施形態に係る支持部の構造を示す模式的な側面図である。FIG. 4 is a schematic side view showing the structure of the support portion according to the first embodiment; 第１実施形態に係る建物に水平力が作用した場合の挙動を示す図である。It is a figure which shows the behavior when a horizontal force acts on the building which concerns on 1st Embodiment. 建物の三次元モデルの縦断面図である。1 is a longitudinal sectional view of a three-dimensional model of a building; FIG. 建物の地震時の挙動をシミュレーションした結果を示す図である。FIG. 4 is a diagram showing the result of simulating the behavior of a building during an earthquake; 本発明の第２実施形態に係る支持部の模式的な平面図である。FIG. 5 is a schematic plan view of a support portion according to a second embodiment of the present invention; 本発明の変形例に係る建物の平面図である。It is a top view of the building concerning the modification of the present invention.

本発明は、吹き抜け空間に面して上下階同士を連結する間柱を設け、さらに、間柱同士の間に複数階を跨ぐように斜め方向に制振ダンパを設けた建物である。
以下、本発明の実施形態を図面に基づいて説明する。なお、以下の実施形態の説明にあたって、同一構成要件については同一符号を付し、その説明を省略もしくは簡略化する。
〔第１実施形態〕
図１は、本発明の第１実施形態に係る建物１の平面図である。図２は、図１の建物１のＡ－Ａ断面図である。図３は、建物１の支持部４０の模式的な平面図である。
建物１は、鉄筋コンクリート造の超高層マンションであり、柱１０、梁１１、床スラブ１２を備える。平面視で、この建物１の内部の中央部には、矩形状の吹き抜け空間２０が設けられている。すなわち、平面視で、建物１の躯体は、ロの字形状であり、吹き抜け空間２０を四方から囲んでいる。この吹き抜け空間２０に面する構造部材である柱および梁を、それぞれ、柱１０Ａ、梁１１Ａとする。
この吹き抜け空間２０を囲んで矩形枠状の床スラブ１２からなる共用廊下３０が設けられている。共用廊下３０は、４つの直線廊下３１、３２、３３、３４で構成されている。直線廊下３１、３３は、それぞれ、隣り合う２つの支持部４０で支持されている。直線廊下３１を支持する支持部４０と、直線廊下３３を支持する支持部４０とは、互いに対向している。 The present invention is a building in which studs are provided to connect upper and lower floors facing an atrium space, and vibration control dampers are provided obliquely between the studs so as to straddle a plurality of floors.
BEST MODE FOR CARRYING OUT THE INVENTION An embodiment of the present invention will be described below with reference to the drawings. In the following description of the embodiments, the same components are denoted by the same reference numerals, and the description thereof will be omitted or simplified.
[First embodiment]
FIG. 1 is a plan view of a building 1 according to a first embodiment of the invention. FIG. 2 is a cross-sectional view of the building 1 of FIG. 1 taken along the line AA. FIG. 3 is a schematic plan view of the support section 40 of the building 1. FIG.
A building 1 is a high-rise condominium made of reinforced concrete, and includes columns 10 , beams 11 and floor slabs 12 . In plan view, a rectangular atrium space 20 is provided in the center of the inside of the building 1 . That is, in a plan view, the frame of the building 1 is square-shaped and surrounds the atrium space 20 from all sides. The columns and beams, which are the structural members facing the atrium space 20, are referred to as columns 10A and beams 11A, respectively.
A common hallway 30 consisting of a rectangular frame-shaped floor slab 12 is provided surrounding the atrium space 20. - 特許庁The shared corridor 30 is composed of four straight corridors 31 , 32 , 33 , 34 . The straight corridors 31 and 33 are each supported by two adjacent support portions 40 . The support portion 40 that supports the straight corridor 31 and the support portion 40 that supports the straight corridor 33 face each other.

支持部４０は、それぞれ、平面視で略Ｖ字形状であり、柱１０Ａの両側の一対の梁１１Ａのそれぞれから吹き抜け空間２０に向かって突出する一対の鉄骨造の片持ち梁４１で構成されている。この一対の片持ち梁４１の先端部同士は接合されている。
上下に位置する支持部４０同士の間には、鉄骨造の間柱５０が設けられている。具体的には、間柱５０は、支持部４０を構成する片持ち梁４１の先端部同士の接合部に設けられている。よって、これら間柱５０は、吹き抜け空間２０に面していることになる。
図４に示すように、鉄骨造の間柱５０と支持部４０を構成する鉄骨造の片持ち梁４１とは、剛接合であり、支持部４０を構成する鉄骨造の片持ち梁４１と鉄筋コンクリート造の梁１１Ａとは、ピン接合である。これにより、地震や強風により建物１に外力が作用すると、上下に連続する間柱５０およびこれら間柱５０に剛接合された上下の複数の支持部４０が、一体となって抵抗する。 Each of the support portions 40 is substantially V-shaped in plan view, and is composed of a pair of steel-frame cantilever beams 41 protruding toward the atrium space 20 from each of the pair of beams 11A on both sides of the column 10A. there is The ends of the pair of cantilever beams 41 are joined together.
Steel studs 50 are provided between the support portions 40 positioned vertically. Specifically, the studs 50 are provided at joints between the tip end portions of the cantilever beams 41 that constitute the support portion 40 . Therefore, these studs 50 face the atrium space 20 .
As shown in FIG. 4, the steel-framed stud 50 and the steel-framed cantilever beam 41 that constitutes the support section 40 are rigidly joined together. The beam 11A of is a pin joint. As a result, when an external force acts on the building 1 due to an earthquake or strong wind, the vertically continuous studs 50 and the plurality of upper and lower support portions 40 rigidly connected to these studs 50 unite to resist.

図１および図２に示すように、上下に３層離れてかつ隣り合う支持部４０同士の間には、制振ダンパ６０が設けられている。また、上下に３層離れてかつ互いに対向する支持部４０同士の間にも、制振ダンパ６０が設けられている。例えば、支持部４０と間柱５０との接合部Ｐと、この接合部から離れた支持部４０と間柱５０との接合部Ｑ、Ｒと、の間には、制振ダンパ６０が設けられている。
制振ダンパ６０は、粘性ダンパであり、軸方向の振動を吸収するものである。建物１に水平力が加わっていない状態では、この制振ダンパ６０の長さはＬとなっている。なお、図６に示すように、間柱５０および制振ダンパ６０は、建物１の１階部分に必ずしも設置する必要はなく、建物１の中間階に設置できればよい。
図５に示すように、地震や強風により建物１に矢印方向の水平力が加わると、建物１が変形して、制振ダンパ６０Ａは、引張力が作用して伸びて長さＬ１となり、制振ダンパ６０Ｂは、圧縮力が作用して縮んで長さＬ２となる。 As shown in FIGS. 1 and 2, vibration control dampers 60 are provided between the support portions 40 which are vertically separated by three layers and which are adjacent to each other. In addition, vibration control dampers 60 are also provided between the support portions 40 that are vertically separated by three layers and face each other. For example, a vibration control damper 60 is provided between a joint portion P between the support portion 40 and the stud 50 and joint portions Q and R between the support portion 40 and the stud 50 apart from this joint portion. .
The damping damper 60 is a viscous damper that absorbs vibrations in the axial direction. The length of the vibration control damper 60 is L when no horizontal force is applied to the building 1 . As shown in FIG. 6 , the studs 50 and the dampers 60 do not necessarily have to be installed on the first floor of the building 1 , and may be installed on an intermediate floor of the building 1 .
As shown in FIG. 5, when a horizontal force in the direction of the arrow is applied to the building 1 due to an earthquake or strong wind, the building 1 is deformed, and the vibration control damper 60A is stretched by the tensile force to a length L1. The damping damper 60B is contracted by a compressive force to a length L2.

上述の建物１の三次元モデルＭに対して地震時の挙動をシミュレーションした。
この三次元モデルＭは、平面視で図１のような構造であり、縦断面視で図６のような構造である。
具体的には、支持部の各片持ち梁を、Ｈ－６００×３００×１６×３２の鉄骨部材（Ｈ形鋼）とし、この片持ち梁の剛性Ｋｂを、１．３６ｅ５Ｎ／ｍｍとした。２本の片持ち梁で支持部を構成するので、支持部の剛性Ｋｂは、２．７２ｅ５Ｎ／ｍｍとなる。また、間柱を、○－５００×３２×３０００の鉄骨部材とし、この間柱の剛性Ｋｃを、３．２２ｅ６Ｎ／ｍｍとした。つまり、間柱の剛性を片持ち梁の剛性の約１０倍以上とした。このように、高剛性の間柱で各階の片持ち梁を連結したので、各階の片持ち梁が負担する応力は、概ね等しくなる。 The behavior of the three-dimensional model M of the building 1 described above during an earthquake was simulated.
This three-dimensional model M has a structure as shown in FIG. 1 in plan view and a structure as shown in FIG. 6 in vertical cross-section.
Specifically, each cantilever of the support portion was a H-600×300×16×32 steel frame member (H-shaped steel), and the rigidity Kb of this cantilever was set to 1.36e5N/mm. Since the supporting portion is composed of two cantilever beams, the rigidity Kb of the supporting portion is 2.72e5N/mm. Also, the studs were steel frame members of ◯-500×32×3000, and the rigidity Kc of the studs was set to 3.22e6N/mm. In other words, the stiffness of the studs was made about ten times or more that of the cantilever. Since the cantilever beams on each floor are connected by high-rigidity studs in this manner, the stresses borne by the cantilever beams on each floor are approximately equal.

また、制振ダンパは、３層置きに架け渡して、この制振ダンパの最大減衰力を１５０ｔまたは２００ｔとした。また、入力する地震動は、巨大地震を想定して、国土交通省にて示された設計用長周期地震動（「基整促波のＯＳ２」）を用いた。その結果、図７に示すように、建物に制振ダンパおよび間柱を設けない場合には、建物下層階にて最大層間変形角が１／１００を大幅に超えたが、建物に本発明の制振ダンパおよび間柱を設けた場合には、建物の全ての階において最大層間変形角が１／１００を下回った。よって、本発明の制振ダンパおよび間柱を設けることにより、最大層間変形角を大幅に抑制できることが判った。 Also, the vibration dampers were arranged every three layers, and the maximum damping force of the vibration dampers was set to 150t or 200t. As for the seismic motion to be input, the long-period seismic motion for design (“OS2 for ground-level acceleration wave”) indicated by the Ministry of Land, Infrastructure, Transport and Tourism was used assuming a huge earthquake. As a result, as shown in Fig. 7, when the building was not provided with dampers and studs, the maximum inter-story drift angle greatly exceeded 1/100 on the lower floors of the building. When vibration dampers and studs were provided, the maximum story drift angle was less than 1/100 on all floors of the building. Therefore, it was found that the maximum story drift angle can be greatly suppressed by providing the dampers and studs of the present invention.

本実施形態によれば、以下のような効果がある。
（１）吹き抜け空間２０に面して複数階を跨ぐように斜め方向に制振ダンパ６０を配置した。よって。地震や強風といった外力により建物１が揺れた場合、各階に制振ダンパを設置し、制振ダンパで各階の相対変位を吸収するのではなく、複数階を跨ぐように制振ダンパ６０を設置し、この制振ダンパ６０で複数階の間で生じる相対変位を吸収することで、建物１の揺れを効率良く低減できる。よって、優れた制振性能を確保できる。また、制振ダンパ６０を各階に設置しないので、制振ダンパ６０の設置数を低減できる。 According to this embodiment, there are the following effects.
(1) The dampers 60 are arranged obliquely across a plurality of floors facing the atrium space 20 . Therefore. When the building 1 shakes due to an external force such as an earthquake or strong wind, instead of installing a vibration damper on each floor and absorbing the relative displacement of each floor by the vibration damper, the vibration damper 60 is installed so as to straddle multiple floors. By absorbing the relative displacement occurring between multiple floors with this damper 60, the shaking of the building 1 can be efficiently reduced. Therefore, excellent damping performance can be secured. Also, since the vibration dampers 60 are not installed on each floor, the number of vibration dampers 60 to be installed can be reduced.

（２）吹き抜け空間２０に面する間柱５０で上下階の支持部４０同士を連結し、さらに、間柱５０同士の間に複数階を跨ぐように制振ダンパ６０を配置した。よって、建物１の揺れは、制振ダンパ６０が設置された当該階のみではく、間柱５０を介して、当該階を含む上下階の構造体にも伝達されるから、高い耐震性能を確保できる。
（３）梁１１Ａから延びる一対の片持ち梁４１の先端部で間柱５０を支持したので、柱１０Ａ、大梁１１Ａ、および片持ち梁４１が一体となって建物１の変形に抵抗するから、建物１の揺れを低減できる。
また、梁１１Ａに片持ち梁４１を設けるので、高層の鉄筋コンクリート造建物に対して、あと施工で間柱５０や制振ダンパ６０を取り付けることができる。 (2) The studs 50 facing the atrium space 20 connect the support parts 40 on the upper and lower floors, and the dampers 60 are arranged between the studs 50 so as to straddle a plurality of floors. Therefore, the shaking of the building 1 is transmitted not only to the floor on which the vibration control damper 60 is installed, but also to the structure of the upper and lower floors including the floor through the studs 50, so that high earthquake resistance performance can be secured. .
(3) Since the stud 50 is supported by the tips of the pair of cantilever beams 41 extending from the beam 11A, the column 10A, the girders 11A, and the cantilever beams 41 are united to resist the deformation of the building 1. 1 shake can be reduced.
Further, since the cantilever beam 41 is provided on the beam 11A, the stud 50 and the vibration control damper 60 can be attached to the high-rise reinforced concrete building by post-construction.

〔第２実施形態〕
図８は、本発明の第２実施形態に係る支持部７０の模式的な平面図である。
本実施形態では、支持部７０の構造が第１実施形態と異なる。すなわち、支持部７０は、鉄骨造であり、柱１０Ａの両側の梁１１Ａに接合される一対の片持ち梁７１と、一対の片持ち梁７１の先端部同士を連結する横架材７２と、を備えている。間柱５０は、横架材７２の中央部で支持されている。
本実施形態によれば、上述の（１）～（３）に加えて、以下のような効果がある。
（４）支持部７０を構成する片持ち梁７１および横架材７２を鉄骨造としたので、支持部７０にひびわれが発生することはなく、片持ち梁７１および横架材７２を容易にボルト接合できる。また、片持ち梁７１および横架材７２の交換も比較的容易に行うことができる。 [Second embodiment]
FIG. 8 is a schematic plan view of the support portion 70 according to the second embodiment of the invention.
In this embodiment, the structure of the support portion 70 is different from that of the first embodiment. That is, the support part 70 is a steel frame structure, and includes a pair of cantilever beams 71 joined to the beams 11A on both sides of the column 10A, a horizontal member 72 connecting the tips of the pair of cantilever beams 71, It has The studs 50 are supported by the central portion of the horizontal member 72 .
According to this embodiment, in addition to the above (1) to (3), there are the following effects.
(4) Since the cantilever beam 71 and the horizontal member 72 that constitute the support portion 70 are made of steel, cracks do not occur in the support portion 70, and the cantilever beam 71 and the horizontal member 72 can be easily bolted. Can be spliced. Also, the cantilever beam 71 and the horizontal member 72 can be replaced relatively easily.

なお、本発明は前記実施形態に限定されるものではなく、本発明の目的を達成できる範囲での変形、改良等は本発明に含まれるものである。
例えば、上述の各実施形態では、直線廊下３１、３３に２つずつ支持部４０を設け、これら支持部４０同士の間に制振ダンパ６０を設けたが、これに限らず、図９に示すように、直線廊下３１～３４のそれぞれに１つずつ支持部４０を設け、互いに対向する支持部４０同士の間に制振ダンパ６０を設けてもよい。
また、上述の各実施形態では、平面視で、建物１の躯体をロの字形状とし、吹き抜け空間２０を四方から囲む構成としたが、これに限らず、平面視で、建物の躯体をコの字形状とし、吹き抜け空間を三方から囲む構成としてもよい。
また、上述の各実施形態では、制振ダンパ６０の端部を支持部４０と間柱５０との接合部に接合したが、これに限らず、制振ダンパの端部を間柱の中間高さ位置に接合してもよい。 It should be noted that the present invention is not limited to the above-described embodiments, and includes modifications, improvements, etc. within the scope of achieving the object of the present invention.
For example, in each of the above-described embodiments, two support portions 40 are provided for each of the straight corridors 31 and 33, and the vibration suppression damper 60 is provided between these support portions 40. However, the present invention is not limited to this, and is shown in FIG. , one supporting portion 40 may be provided for each of the straight corridors 31 to 34, and the damper 60 may be provided between the supporting portions 40 facing each other.
Further, in each of the above-described embodiments, the frame of the building 1 is square-shaped in plan view, and is configured to surround the atrium space 20 from all sides. It is also possible to adopt a configuration in which the atrium space is surrounded from three sides by forming a square shape.
Further, in each of the above-described embodiments, the ends of the vibration dampers 60 are joined to the joints between the support portions 40 and the studs 50, but the present invention is not limited to this. may be joined to

１、１Ａ…建物 １０…柱 １０Ａ…吹き抜け空間に面する柱
１１…梁 １１Ａ…吹き抜け空間に面する梁 １２…床スラブ
２０…吹き抜け空間 ３０…共用廊下 ３１、３２、３３、３４…直線廊下
４０…支持部 ４１…片持ち梁 ５０…間柱 ６０、６０Ａ、６０Ｂ…制振ダンパ
７０…支持部 ７１…片持ち梁 ７２…横架材 Reference Signs List 1, 1A... Building 10... Column 10A... Column facing the atrium space 11... Beam 11A... Beam facing the atrium space 12... Floor slab 20... Atrium space 30... Common corridor 31, 32, 33, 34... Straight corridor 40 ... Support part 41... Cantilever beam 50... Stud 60, 60A, 60B... Damping damper 70... Support part 71... Cantilever beam 72... Horizontal member

Claims (3)

吹き抜け空間を有する建物であって、
前記吹き抜け空間に面して配置されてかつ上下階同士を連結する複数の間柱と、
前記間柱同士を連結する制振ダンパと、を備え、
前記制振ダンパは、上下方向に複数階離れてかつかつ水平方向に所定距離だけ離れた方向に延びていることを特徴とする建物。 A building with an atrium space,
a plurality of studs arranged facing the atrium space and connecting upper and lower floors;
and a damping damper that connects the studs together,
The building, wherein the vibration control dampers extend in a direction separated by a plurality of floors in the vertical direction and separated by a predetermined distance in the horizontal direction. 前記吹き抜け空間に面して配置された柱と、前記柱に接合された一対の梁と、前記一対の梁のそれぞれから吹き抜け空間に向かって突出する一対の片持ち梁と、を備え、
前記間柱は、前記一対の片持ち梁の先端部で支持されていることを特徴とする請求項１に記載の建物。 A column facing the atrium space, a pair of beams joined to the column, and a pair of cantilever beams projecting from each of the pair of beams toward the atrium space,
2. The building according to claim 1, wherein said studs are supported by tip portions of said pair of cantilever beams. 前記吹き抜け空間に面して配置された柱と、前記柱に接合された一対の梁と、前記一対の梁から前記吹き抜け空間に向かって突出する支持部と、を備え、
前記支持部は、前記柱の両側の梁に接合される一対の片持ち梁と、前記一対の片持ち梁の先端部同士を連結する横架材と、を有しており、
前記間柱は、前記横架材の中間部で支持されていることを特徴とする請求項１に記載の建物。 A pillar arranged facing the atrium space, a pair of beams joined to the pillar, and a support portion projecting from the pair of beams toward the atrium space,
The support section has a pair of cantilever beams joined to the beams on both sides of the column, and a horizontal member that connects tip ends of the pair of cantilever beams,
2. The building according to claim 1, wherein said studs are supported by intermediate portions of said horizontal members.
JP2021113878A 2021-07-08 2021-07-08 building Pending JP2023010071A (en)

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