JP2001140496A - Suspended damping method and suspended damping structure for super-high-rise building - Google Patents
Suspended damping method and suspended damping structure for super-high-rise buildingInfo
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- JP2001140496A JP2001140496A JP32611899A JP32611899A JP2001140496A JP 2001140496 A JP2001140496 A JP 2001140496A JP 32611899 A JP32611899 A JP 32611899A JP 32611899 A JP32611899 A JP 32611899A JP 2001140496 A JP2001140496 A JP 2001140496A
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- rise building
- vibration
- suspension
- suspended
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Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、吊り制震方法及
び吊り制震構造の技術分野に属し、更に云えば、風荷重
及び地震荷重に対して柱の軸方向への伸縮に伴う曲げ変
形が支配的となる超高層建物、超高層タワー等（以下適
宜、超高層建物という。）に好適に実施される吊り制震
方法及び吊り制震構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention belongs to the technical field of a suspension damping method and a suspension damping structure, and more specifically, a bending deformation caused by an axial expansion and contraction of a column with respect to a wind load and an earthquake load. The present invention relates to a suspension vibration control method and a suspension vibration control structure that are suitably implemented for a dominant high-rise building, a high-rise tower, and the like (hereinafter, appropriately referred to as a high-rise building).
【０００２】[0002]
【従来の技術】風荷重及び地震荷重に対して柱の軸方向
への伸縮に伴う曲げ変形が支配的となる超高層建物につ
いて、その居住性と構造上の安全性を向上させる目的で
実施される制震方法及び制震構造としては、制震ダンパ
ーを各階毎、又は振幅の大きな階層に配置して地震時応
答を制御する制震方法及び制震構造が現在数多く採用さ
れ、例えば特開平７−４１１５号公報、特開平１１−３
００５４号公報等に種々開示され実施に供されてはい
る。2. Description of the Related Art For high-rise buildings in which bending deformation due to axial expansion and contraction of columns is dominant to wind loads and earthquake loads, the purpose is to improve the livability and structural safety. As the vibration control method and the vibration control structure, a large number of vibration control methods and structures for controlling the response at the time of earthquake by arranging a vibration control damper for each floor or at a layer having a large amplitude are currently employed. -4115, JP-A-11-3
No. 0054 and the like disclose and are used in practice.
【０００３】[0003]
【本発明が解決しようとする課題】しかしながら、制震
ダンパーを超高層建物に実施しても、制震部材架構とそ
の他主架構との剛性評価の誤差やダンパー自体の力学モ
デルとの誤差を含むため、制震効果は２０〜３０％程度
の減少とあまり大きくなく、特に超高層建物の上層部の
振動を抑制するには十分と云えず、改善の余地が残され
ている。However, even if the damping damper is applied to a high-rise building, errors in rigidity evaluation between the damping member frame and other main frames and errors in the dynamic model of the damper itself are included. Therefore, the damping effect is not so large as a decrease of about 20 to 30%, and it cannot be said that the vibration is particularly sufficient to suppress the vibration of the upper portion of a high-rise building, and there is room for improvement.
【０００４】したがって、本発明の目的は、風荷重及び
地震荷重に対して柱の軸方向への伸縮に伴う曲げ変形が
支配的となる超高層建物の特に上層部分の制震効果を飛
躍的に向上させることができ、居住性と構造上の安全性
の向上に大きく寄与する吊り制震方法及び吊り制震構造
を提供することである。Accordingly, an object of the present invention is to dramatically reduce the vibration damping effect of a high-rise building, particularly an upper part thereof, in which bending deformation accompanying expansion and contraction of columns in the axial direction is dominant against wind loads and earthquake loads. An object of the present invention is to provide a suspension vibration damping method and a suspension vibration damping structure which can be improved and greatly contribute to improvement of livability and structural safety.
【０００５】[0005]
【課題を解決するための手段】上記従来技術の課題を解
決するための手段として、請求項１に記載した発明に係
る超高層建物の吊り制震方法は、風荷重及び地震荷重に
対して柱の軸方向への伸縮に伴う曲げ変形が支配的とな
る超高層建物に対する吊り制震方法であって、超高層建
物は上部構造物と下部構造物とから成り、上部構造物
を、下部構造物により振動周期を長周期化して吊り支持
することを特徴とする。As a means for solving the above-mentioned problems of the prior art, a suspension vibration control method for a high-rise building according to the present invention according to the first aspect of the present invention comprises a column for a wind load and an earthquake load. A suspension vibration control method for a high-rise building in which bending deformation due to expansion and contraction in the axial direction is dominant, wherein the high-rise building is composed of an upper structure and a lower structure, and the upper structure is a lower structure. , The vibration period is made longer to support the suspension.
【０００６】請求項２に記載した発明は、請求項１に記
載した超高層建物の吊り制震方法について、超高層建物
の下部構造物は、平面的に見て、上部構造物を間に挟む
配置に設けることを特徴とする。According to a second aspect of the present invention, in the suspension vibration control method for a high-rise building according to the first aspect, the lower structure of the high-rise building sandwiches the upper structure in plan view. It is characterized by being provided in an arrangement.
【０００７】請求項３に記載した発明は、請求項１又は
２に記載した超高層建物の吊り制震方法について、超高
層建物の下部構造物に、上部構造物の振動を抑制する制
震ダンパーを設けることを特徴とする。According to a third aspect of the present invention, there is provided the suspension vibration damping method for a high-rise building according to the first or second aspect, wherein a vibration damper for suppressing vibration of an upper structure in a lower structure of the high-rise building. Is provided.
【０００８】請求項４に記載した発明は、請求項１〜３
のいずれか１項に記載した超高層建物の吊り制震方法に
ついて、超高層建物の下部構造物の基礎部を免震化する
ことを特徴とする。The invention described in claim 4 is the first to third aspects of the present invention.
The suspension vibration control method for a high-rise building described in any one of the above, is characterized in that a base portion of a substructure of the high-rise building is seismically isolated.
【０００９】請求項５に記載した発明に係る超高層建物
の吊り制震構造は、風荷重及び地震荷重に対して柱の軸
方向への伸縮に伴う曲げ変形が支配的となる超高層建物
に対する吊り制震構造であって、超高層建物は上部構造
物と下部構造物とから成り、上部構造物は、下部構造物
に一端を止着したケーブル等の吊り部材により、振動周
期を長周期化して吊り支持されていることを特徴とす
る。A suspension vibration control structure for a high-rise building according to the invention described in claim 5 is for a high-rise building in which bending deformation due to expansion and contraction of columns in the axial direction is dominant to wind loads and earthquake loads. It is a suspended vibration control structure, and a high-rise building is composed of an upper structure and a lower structure, and the upper structure has a longer vibration period with a suspension member such as a cable having one end fixed to the lower structure. Characterized by being suspended and supported.
【００１０】請求項６に記載した発明に係る超高層建物
の吊り制震構造は、風荷重及び地震荷重に対して柱の軸
方向への伸縮に伴う曲げ変形が支配的となる超高層建物
に対する吊り制震構造であって、超高層建物は上部構造
物と下部構造物とから成り、上部構造物は、下部構造物
に一端を止着したケーブル等の吊り部材に吊られた支持
トラスにより、振動周期を長周期化して吊り支持されて
いることを特徴とする。A suspension vibration control structure for a skyscraper according to the invention described in claim 6 is for a skyscraper in which bending deformation due to expansion and contraction of a pillar in the axial direction is dominant to wind loads and earthquake loads. It is a suspension vibration control structure, and a high-rise building is composed of an upper structure and a lower structure, and the upper structure is supported by a support truss suspended by a suspension member such as a cable fixed at one end to the lower structure. It is characterized in that it is suspended and supported with a long vibration cycle.
【００１１】請求項７に記載した発明は、請求項５又は
６に記載した超高層建物の吊り制震構造について、超高
層建物の下部構造物は、平面的に見ると、上部構造物を
間に挟む配置に設けられていることを特徴とする。According to a seventh aspect of the present invention, in the suspension vibration damping structure for a high-rise building according to the fifth or sixth aspect, the lower structure of the high-rise building is located between the upper structure when viewed in plan. Characterized in that it is provided in an arrangement sandwiched between.
【００１２】請求項８に記載した発明は、請求項５〜７
のいずれか１項に記載した超高層建物の吊り制震構造に
ついて、超高層建物の上部構造物の振動周期は５〜１０
秒程度とされていることを特徴とする。The invention described in claim 8 is the invention according to claims 5-7.
The vibration period of the superstructure of the high-rise building is 5 to 10 in the suspension vibration control structure of the high-rise building described in any one of the above.
It is characterized by being on the order of seconds.
【００１３】請求項９に記載した発明は、請求項５〜８
のいずれか１項に記載した超高層建物の吊り制震構造に
ついて、超高層建物の下部構造物には、上部構造物の振
動を抑制する制震ダンパーが設けられていることを特徴
とする。The invention described in claim 9 is the invention according to claims 5 to 8
In the suspension vibration control structure for a high-rise building described in any one of the above items, a vibration damper for suppressing vibration of an upper structure is provided in a lower structure of the high-rise building.
【００１４】請求項１０に記載した発明は、請求項５〜
９のいずれか１項に記載した超高層建物の吊り制震構造
について、超高層建物の下部構造物の基礎部は免震化さ
れていることを特徴とする。The invention described in claim 10 is the invention according to claims 5 to
9. The suspended vibration control structure of a high-rise building described in any one of 9 above, wherein a base portion of a substructure of the high-rise building is seismically isolated.
【００１５】[0015]
【発明の実施の形態、及び実施例】図１は、請求項１と
請求項６に記載した風荷重及び地震荷重に対して軸方向
への伸縮に伴う曲げ変形が支配的となる超高層建物に対
する吊り制震方法及び吊り制震構造の第１の実施形態を
示している。DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 shows a high-rise building in which bending deformation accompanying expansion and contraction in the axial direction is dominant with respect to the wind load and the seismic load described in claims 1 and 6. 1 shows a suspension vibration control method and a suspension vibration control structure according to a first embodiment.
【００１６】この超高層建物１は、上部構造物２と下部
構造物３とから成り、上部構造物２は、下部構造物３に
一端を止着したケーブル４等の吊り部材に吊られた支持
トラス５により、振動周期を長周期化して吊り支持され
ている（請求項６）。前記超高層建物１の下部構造物３
は、平面的に見ると、上部構造物２を間に挟む配置に設
けられている（請求項７）。The high-rise building 1 is composed of an upper structure 2 and a lower structure 3, and the upper structure 2 is supported by a hanging member such as a cable 4 having one end fixed to the lower structure 3. The truss 5 suspends and supports the vibration cycle with a longer period (claim 6). Substructure 3 of the skyscraper 1
Are provided so as to sandwich the upper structure 2 when viewed in plan (claim 7).
【００１７】なお、前記吊り部材はケーブル４に限定さ
れず、ＰＣ鋼棒、丸鋼、鉄骨などで実施しても良い。ま
た、前記下部構造物３は、前記上部構造物２の振動によ
る変位を考慮した上で該上部構造物を取り囲む形態で実
施しても良い。The suspension member is not limited to the cable 4, but may be a PC steel rod, a round bar, a steel frame, or the like. Further, the lower structure 3 may be embodied in a form surrounding the upper structure in consideration of displacement due to vibration of the upper structure 2.
【００１８】ちなみに、図示例の超高層建物１の高さは
１７２．７ｍ（４０階）、下部構造物３の高さは４１．
５ｍ（１〜８階）、上部構造物２の高さは１５１．２ｍ
（５〜４０階）、前記ケーブル４の長さは略２０ｍとさ
れている。勿論、前記各数値もこれに限定されない。Incidentally, the height of the high-rise building 1 in the illustrated example is 172.7 m (40 floors), and the height of the substructure 3 is 41.
5m (1st to 8th floor), height of superstructure 2 is 151.2m
(5th to 40th floors), the length of the cable 4 is approximately 20 m. Of course, the numerical values are not limited to these.
【００１９】前記上部構造物２の振動周期は、５〜１０
秒程度とされている（請求項８）。吊り支持された上部
構造物２の振動を抑制すると共に、全体を振動周期が異
なる二つの振動系（上部構造物２と下部構造物３）で構
成することより、該二つの振動系の振動連成により制震
効果を発揮させるためである。ちなみに、本実施形態で
は、既に公知である下記［式１］より略９秒に設定され
ている。The vibration period of the upper structure 2 is 5 to 10
It is set to about seconds (claim 8). Vibration of the suspended upper structure 2 is suppressed, and the entire structure is composed of two vibration systems (upper structure 2 and lower structure 3) having different vibration periods. This is to make the seismic effect effective by the formation. Incidentally, in the present embodiment, it is set to about 9 seconds from the following [Formula 1] which is already known.
【００２０】［式１］ Ｔ＝２π√（ｌ／ｇ） Ｔ：振動周期 ｌ：（ケーブルの）吊り長さ ｇ：重力加速度[Equation 1] T = 2π√ (l / g) T: oscillation period l: suspension length (of cable) g: gravitational acceleration
【００２１】なお、上記［式１］より、前記上部構造物
２の振動周期を５〜１０秒程度に保持するためのケーブ
ル４の長さは、６．２〜２４．８５ｍ程度の範囲内とさ
れる。From the above [Equation 1], the length of the cable 4 for maintaining the vibration period of the upper structure 2 at about 5 to 10 seconds is in the range of about 6.2 to 24.85 m. Is done.
【００２２】また、前記超高層建物１の下部構造物３に
は、上部構造物２（支持トラス５）の振動を抑制する制
震ダンパー６が設けられ、減衰性能を付与させている
（請求項９）。Further, a vibration damper 6 for suppressing vibration of the upper structure 2 (support truss 5) is provided in the lower structure 3 of the high-rise building 1 so as to provide damping performance. 9).
【００２３】図２は、前記請求項１と請求項６に記載し
た超高層建物の吊り制震方法及び吊り制震構造の第２の
実施形態を示している。この第２の実施形態は、前記第
１の実施形態に加えて、更に下部構造物３の基礎部が積
層ゴム７により免震化されている（請求項１０）。FIG. 2 shows a suspension damping method and a suspension damping structure for a high-rise building according to a second embodiment of the present invention. In the second embodiment, in addition to the first embodiment, the base portion of the lower structure 3 is further made seismically isolated by a laminated rubber 7 (claim 10).
【００２４】以下、前記図１に示した第１の実施形態、
図２に示した第２の実施形態が奏する作用効果を従前の
耐震モデル（図９参照）、免震モデル（図１０参照）と
対比し、図４〜図８に示したグラフに基づいて順に説明
する。ここで、各グラフの符号ａは第１の実施形態、符
号ｂは第２の実施形態、符号ｃは耐震モデル（周期４．
７秒）、符号ｄは免震モデル（免震層周期４．５秒）を
示している。Hereinafter, the first embodiment shown in FIG.
The operational effects of the second embodiment shown in FIG. 2 are compared with the conventional seismic model (see FIG. 9) and the seismic isolation model (see FIG. 10), and based on the graphs shown in FIGS. explain. Here, the symbol a of each graph is the first embodiment, the symbol b is the second embodiment, and the symbol c is an earthquake-resistant model (period 4.
7s), and the symbol d indicates a seismic isolation model (isolated layer period 4.5 seconds).
【００２５】図４のとおり、最大層間変形角応答値につ
いて、第１の実施形態（ａ）と第２の実施形態（ｂ）
は、耐震モデル（ｃ）と免震モデル（ｄ）に比して、前
記吊り支持された上部構造物２に相当する部分全般に亘
って激減していることが分かる。このように、従前の設
計手法では不可避な大きな層間変形角でのいわゆる鞭振
り現象を極力緩和させることができると云える。As shown in FIG. 4, the first embodiment (a) and the second embodiment (b) relate to the maximum interlayer deformation angle response value.
It can be seen that, as compared with the seismic model (c) and the seismic isolation model (d), the total amount drastically decreases over the portion corresponding to the suspended upper structure 2. Thus, it can be said that the so-called whiplash phenomenon at a large interlayer deformation angle, which is inevitable with the conventional design method, can be reduced as much as possible.
【００２６】図５のとおり、最大変形応答値について、
第１の実施形態（ａ）と第２の実施形態（ｂ）は、耐震
モデル（ｃ）と免震モデル（ｄ）に比して、建物高さが
高くなるに従いその差が大きくなることが分かる。特
に、前記吊り支持された上部構造物２に相当する部分に
ついては傾斜角度が急激、すなわち建物高さが高くなっ
てもそれほど最大変形応答値は大きくならないので、超
高層建物について非常に実効性があると云える。As shown in FIG. 5, for the maximum deformation response value,
In the first embodiment (a) and the second embodiment (b), the difference between the seismic model (c) and the seismic isolation model (d) may increase as the building height increases. I understand. In particular, the portion corresponding to the suspended and supported upper structure 2 has a steep inclination angle, that is, the maximum deformation response value does not increase so much even when the building height is increased. It can be said that there is.
【００２７】図６のとおり、最大加速度応答値につい
て、第１の実施形態（ａ）と第２の実施形態（ｂ）は、
耐震モデル（ｃ）と免震モデル（ｄ）に比して、前記吊
り支持された上部構造物２に相当する部分全般に亘って
激減していることが分かる。このように、構造上の安定
性に非常に優れた超高層建物を構築することができると
云える。As shown in FIG. 6, regarding the maximum acceleration response value, the first embodiment (a) and the second embodiment (b)
It can be seen that compared to the seismic model (c) and the seismic isolation model (d), the total amount corresponding to the suspended upper structure 2 is drastically reduced. In this way, it can be said that a skyscraper with excellent structural stability can be constructed.
【００２８】図７のとおり、最大層せん断力応答値につ
いて、第１の実施形態（ａ）と第２の実施形態（ｂ）
は、耐震モデル（ｃ）と免震モデル（ｄ）に比して、前
記吊り支持された上部構造物２に相当する部分全般に亘
って小さく、かつ安定していることが分かる。このよう
に、構造上の安定性に非常に優れた超高層建物を構築す
ることができると云える。As shown in FIG. 7, regarding the maximum layer shear force response value, the first embodiment (a) and the second embodiment (b)
Is smaller and more stable over the entire portion corresponding to the suspended upper structure 2 than the seismic model (c) and the seismic isolation model (d). In this way, it can be said that a skyscraper with excellent structural stability can be constructed.
【００２９】図８のとおり、最大転倒モーメント応答値
についても、第１の実施形態（ａ）と第２の実施形態
（ｂ）は、耐震モデル（ｃ）と免震モデル（ｄ）に比し
て、特に、前記吊り支持された上部構造物２に相当する
部分全般に亘って小さく、かつ安定していることが分か
る。このように、構造上の安定性に非常に優れた超高層
建物を構築することができると云える。As shown in FIG. 8, the maximum falling moment response value of the first embodiment (a) and the second embodiment (b) is larger than that of the seismic model (c) and the seismic isolation model (d). Thus, it can be seen that, in particular, the entire portion corresponding to the suspended and supported upper structure 2 is small and stable. In this way, it can be said that a skyscraper with excellent structural stability can be constructed.
【００３０】以上のように、前記第１と第２の実施形態
は、従前の耐震モデル、免震モデルと比して、変形角、
加速度、せん断力等の応答値を大幅に減少させることが
でき、その作用効果は格別である。特に、風荷重及び地
震荷重に対して柱の軸方向への伸縮に伴う曲げ変形が支
配的となる超高層建物に対しては実効性がある。As described above, in the first and second embodiments, the deformation angle, the seismic isolation model,
Response values such as acceleration and shear force can be greatly reduced, and the operation and effect are exceptional. In particular, it is effective for a high-rise building in which bending deformation accompanying expansion and contraction in the axial direction of a column is dominant against wind loads and earthquake loads.
【００３１】図３は、請求項１と請求項５に記載した風
荷重及び地震荷重に対して軸方向への伸縮に伴う曲げ変
形が支配的となる超高層建物（超高層タワー）に対する
吊り制震方法及び吊り制震構造の実施形態を示してい
る。FIG. 3 shows a suspension system for a super-high-rise building (super-high-rise tower) in which bending deformation accompanying expansion and contraction in the axial direction is dominant with respect to the wind load and the seismic load according to the first and fifth aspects. 1 shows an embodiment of a vibration method and a suspended vibration control structure.
【００３２】この超高層タワー２１は、上部構造物（上
部タワー）２２と下部構造物（下部タワー）２３とから
成り、上部タワー２２は、下部タワー２３に一端を止着
したケーブル４等の吊り部材により、振動周期を長周期
化して吊り支持されている（請求項５）。ちなみに、図
３中の符号８は、展望台を示しており、符号９は、送信
室を示している。また、前記ケーブル４の長さは略２５
ｍとされている。即ち、上部タワー２２の振動周期は上
記［式１］より略１０秒とされている（請求項８記載の
発明）。The super high-rise tower 21 includes an upper structure (upper tower) 22 and a lower structure (lower tower) 23. The upper tower 22 suspends the cable 4 or the like having one end fixed to the lower tower 23. The member is suspended and supported with a longer vibration cycle. Incidentally, reference numeral 8 in FIG. 3 indicates an observatory, and reference numeral 9 indicates a transmission room. The length of the cable 4 is approximately 25.
m. That is, the oscillation period of the upper tower 22 is set to approximately 10 seconds from the above [Equation 1] (the invention according to claim 8).
【００３３】前記超高層タワー２１も、前記第１の実施
形態と略同様の構造であるが故に、吊り支持された上部
タワー２２について図４〜図８のグラフを参酌すること
ができる。すなわち、吊り支持された上部タワー２２の
振動を抑制すると共に、全体を振動周期が異なる二つの
振動系（上部タワー２２と下部タワー２３）で構成する
ことより、該二つの振動系の振動連成により制震効果を
発揮することができ、その結果、従前の設計手法では不
可避な大きな層間変形角でのいわゆる鞭振り現象を極力
緩和させることができ、また、構造上の安定性に非常に
優れた超高層タワーを構築することができるのである。Since the super-high-rise tower 21 has substantially the same structure as that of the first embodiment, the graphs of FIGS. 4 to 8 can be referred to for the upper tower 22 suspended and supported. That is, the vibration of the suspended upper tower 22 is suppressed, and the whole is composed of two vibration systems (the upper tower 22 and the lower tower 23) having different vibration periods. As a result, the so-called whip swing phenomenon at a large interlayer deformation angle, which is inevitable with the conventional design method, can be reduced as much as possible, and the structural stability is extremely excellent. High-rise tower can be built.
【００３４】なお、図示は省略したが、超高層タワー２
１の下部タワー２３に、上部タワー２１の振動を抑制す
る制震ダンパーを設けて実施することもでき（請求項
９）、下部タワー２３の基礎部を積層ゴム等により免震
化して実施することもできる（請求項１０）。Although not shown, the high-rise tower 2
The lower tower 23 may be provided with a vibration damper for suppressing vibration of the upper tower 21 (claim 9), and the base of the lower tower 23 may be seismically isolated using a laminated rubber or the like. (Claim 10).
【００３５】[0035]
【本発明が奏する効果】本発明に係る超高層建物の吊り
制震方法及び吊り制震構造によれば、吊り支持された上
部構造物の振動を抑制すると共に、全体を振動周期が異
なる二つの振動系（上部構造物と下部構造物）で構成す
ることより、該二つの振動系の振動連成により制震効果
を発揮することができる。その結果、従前の設計手法で
は不可避な大きな層間変形角でのいわゆる鞭振り現象を
極力緩和させることができ、また、構造上の安定性に非
常に優れた超高層建物、超高層タワーを構築することが
できる。よって、超高層建物については、特に上層部の
居住性の向上に大きく寄与することができ、超高層タワ
ーについては、例えば、通常、高層部に設置される送信
機より発せられる電波を目的地へより確実に送信するこ
とができる。According to the suspension control method and the suspension structure for a high-rise building according to the present invention, the vibration of the suspended and supported upper structure is suppressed, and the vibration control is performed on two parts having different vibration periods as a whole. By using a vibration system (an upper structure and a lower structure), a vibration damping effect can be exerted by vibration coupling between the two vibration systems. As a result, it is possible to mitigate the so-called whip swing phenomenon at a large interlayer deformation angle, which is inevitable with the conventional design method, and to construct a high-rise building and a high-rise tower with extremely excellent structural stability. be able to. Therefore, for a high-rise building, it is possible to greatly contribute to the improvement of the livability especially in the upper part, and for a high-rise tower, for example, radio waves emitted from a transmitter installed in a high-rise part are usually transmitted to a destination. Transmission can be performed more reliably.
【図１】本発明に係る第１の実施形態を示した立面図で
ある。FIG. 1 is an elevational view showing a first embodiment according to the present invention.
【図２】本発明に係る第２の実施形態を示した立面図で
ある。FIG. 2 is an elevation view showing a second embodiment according to the present invention.
【図３】本発明に係る第３の実施形態を示した立面図で
ある。FIG. 3 is an elevation view showing a third embodiment according to the present invention.
【図４】最大層間変形角応答値を示したグラフである。FIG. 4 is a graph showing a maximum interlayer deformation angle response value.
【図５】最大変形応答値を示したグラフである。FIG. 5 is a graph showing a maximum deformation response value.
【図６】最大加速度応答値を示したグラフである。FIG. 6 is a graph showing a maximum acceleration response value.
【図７】最大層せん断力応答値を示したグラフである。FIG. 7 is a graph showing a maximum layer shear force response value.
【図８】最大転倒モーメント応答値を示したグラフであ
る。FIG. 8 is a graph showing a maximum overturning moment response value.
【図９】耐震モデルを示した立面図である。FIG. 9 is an elevation view showing an earthquake-resistant model.
【図１０】免震モデルを示した立面図である。FIG. 10 is an elevation view showing a seismic isolation model.
１、１１ 超高層建物 ２ 上部構造物 ３ 下部構造物 ４ ケーブル ５ 支持トラス ６ 制震ダンパー ７ 積層ゴム（免震装置） ８ 展望台 ９ 送信室 ２１ 超高層タワー ２２ 上部タワー ２３ 下部タワー DESCRIPTION OF SYMBOLS 1, 11 High-rise building 2 Upper structure 3 Lower structure 4 Cable 5 Support truss 6 Vibration damper 7 Laminated rubber (isolation device) 8 Observation deck 9 Transmission room 21 High-rise tower 22 Upper tower 23 Lower tower
フロントページの続き (72)発明者 山田 基裕 東京都中央区銀座八丁目21番１号 株式会 社竹中工務店東京本店内 (72)発明者 石垣 秀典 東京都中央区銀座八丁目21番１号 株式会 社竹中工務店東京本店内Continued on front page (72) Inventor Motohiro Yamada 8-21-1, Ginza, Chuo-ku, Tokyo Inside Takenaka Corporation Tokyo Main Store (72) Inventor Hidenori Ishigaki 8-2-1-1, Ginza, Chuo-ku, Tokyo Stock Takenaka Corporation Tokyo head office
Claims (10)
の伸縮に伴う曲げ変形が支配的となる超高層建物に対す
る吊り制震方法であって、超高層建物は上部構造物と下
部構造物とから成り、上部構造物を、下部構造物により
振動周期を長周期化して吊り支持することを特徴とす
る、超高層建物の吊り制震方法。A suspension vibration control method for a high-rise building in which bending deformation accompanying expansion and contraction of a column in an axial direction is dominant with respect to a wind load and an earthquake load, wherein the high-rise building includes an upper structure and a lower structure. A suspension control method for a super-high-rise building, wherein the suspension structure comprises a structure, and the upper structure is suspended and supported by the lower structure with a longer vibration period.
て、上部構造物を間に挟む配置に設けることを特徴とす
る、請求項１に記載した超高層建物の吊り制震方法。2. The suspension control method for a high-rise building according to claim 1, wherein the lower structure of the high-rise building is provided so as to sandwich the upper structure in plan view. .
振動を抑制する制震ダンパーを設けることを特徴とす
る、請求項１又は２に記載した超高層建物の吊り制震方
法。3. The suspension vibration damping method for a high-rise building according to claim 1, wherein a vibration damper for suppressing vibration of the upper structure is provided in a lower structure of the high-rise building.
することを特徴とする、請求項１〜３のいずれか１項に
記載した超高層建物の吊り制震方法。4. The suspension vibration control method for a high-rise building according to claim 1, wherein a base portion of a substructure of the high-rise building is seismically isolated.
の伸縮に伴う曲げ変形が支配的となる超高層建物に対す
る吊り制震構造であって、超高層建物は上部構造物と下
部構造物とから成り、上部構造物は、下部構造物に一端
を止着したケーブル等の吊り部材により、振動周期を長
周期化して吊り支持されていることを特徴とする、超高
層建物の吊り制震構造。5. A suspension control structure for a high-rise building in which bending deformation accompanying expansion and contraction of columns in the axial direction is dominant to wind loads and seismic loads, wherein the high-rise building comprises an upper structure and a lower structure. A superstructure, wherein the upper structure is suspended and supported by a suspension member such as a cable having one end fixed to the lower structure with a longer vibration period. Damping structure.
の伸縮に伴う曲げ変形が支配的となる超高層建物に対す
る吊り制震構造であって、超高層建物は上部構造物と下
部構造物とから成り、上部構造物は、下部構造物に一端
を止着したケーブル等の吊り部材に吊られた支持トラス
により、振動周期を長周期化して吊り支持されているこ
とを特徴とする、超高層建物の吊り制震構造。6. A suspension damping structure for a high-rise building in which bending deformation accompanying expansion and contraction of columns in the axial direction is dominant against wind loads and earthquake loads, wherein the high-rise building comprises an upper structure and a lower structure. The upper structure is suspended and supported by a supporting truss suspended from a suspending member such as a cable having one end fixed to the lower structure with a longer vibration period. , Suspension structure of a high-rise building.
と、上部構造物を間に挟む配置に設けられていることを
特徴とする、請求項５又は６に記載した超高層建物の吊
り制震構造。7. The high-rise building according to claim 5, wherein the lower structure of the high-rise building is provided so as to sandwich the upper structure when viewed in a plan view. Suspended vibration control structure.
１０秒程度とされていることを特徴とする、請求項５〜
７のいずれか１項に記載した超高層建物の吊り制震構
造。8. The vibration period of the superstructure of a high-rise building is 5 to 5.
It is set to about 10 seconds, The claim 5 characterized by the above-mentioned.
7. The suspended vibration control structure for a high-rise building according to any one of items 7 to 7.
の振動を抑制する制震ダンパーが設けられていることを
特徴とする、請求項５〜８のいずれか１項に記載した超
高層建物の吊り制震構造。9. The superstructure according to claim 5, wherein a lower structure of the high-rise building is provided with a vibration damper for suppressing vibration of the upper structure. Suspended vibration control structure of a high-rise building.
化されていることを特徴とする、請求項５〜９のいずれ
か１項に記載した超高層建物の吊り制震構造。10. The suspension vibration control structure for a high-rise building according to claim 5, wherein a base portion of a substructure of the high-rise building is seismically isolated.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP32611899A JP2001140496A (en) | 1999-11-16 | 1999-11-16 | Suspended damping method and suspended damping structure for super-high-rise building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP32611899A JP2001140496A (en) | 1999-11-16 | 1999-11-16 | Suspended damping method and suspended damping structure for super-high-rise building |
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| Publication Number | Publication Date |
|---|---|
| JP2001140496A true JP2001140496A (en) | 2001-05-22 |
Family
ID=18184289
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP32611899A Pending JP2001140496A (en) | 1999-11-16 | 1999-11-16 | Suspended damping method and suspended damping structure for super-high-rise building |
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| Country | Link |
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| JP (1) | JP2001140496A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4491533B1 (en) * | 2009-05-30 | 2010-06-30 | 一明 西廣 | Swing-isolated building |
| WO2016045686A1 (en) | 2014-09-24 | 2016-03-31 | Mahmoud Galal Yehia Kamel | Lateral distribution of loads in super high-rise buildings to reduce the effect of wind, earthquakes and explosions as well as increasing the utilized area |
| KR20210081252A (en) * | 2019-12-23 | 2021-07-01 | 남 영 김 | Seismic isolation structure using rope foundation |
| CN114829720A (en) * | 2019-12-23 | 2022-07-29 | 金男英 | Shock insulation structure using rope foundation |
-
1999
- 1999-11-16 JP JP32611899A patent/JP2001140496A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4491533B1 (en) * | 2009-05-30 | 2010-06-30 | 一明 西廣 | Swing-isolated building |
| JP2010275847A (en) * | 2009-05-30 | 2010-12-09 | Kazuaki Nishihiro | Oscillation isolation construction building |
| WO2016045686A1 (en) | 2014-09-24 | 2016-03-31 | Mahmoud Galal Yehia Kamel | Lateral distribution of loads in super high-rise buildings to reduce the effect of wind, earthquakes and explosions as well as increasing the utilized area |
| KR20210081252A (en) * | 2019-12-23 | 2021-07-01 | 남 영 김 | Seismic isolation structure using rope foundation |
| KR102386263B1 (en) * | 2019-12-23 | 2022-04-13 | 김남영 | Seismic isolation structure using rope foundation |
| CN114829720A (en) * | 2019-12-23 | 2022-07-29 | 金男英 | Shock insulation structure using rope foundation |
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