JPH0626237A - Structure having damping mechanism - Google Patents
Structure having damping mechanismInfo
- Publication number
- JPH0626237A JPH0626237A JP4204395A JP20439592A JPH0626237A JP H0626237 A JPH0626237 A JP H0626237A JP 4204395 A JP4204395 A JP 4204395A JP 20439592 A JP20439592 A JP 20439592A JP H0626237 A JPH0626237 A JP H0626237A
- Authority
- JP
- Japan
- Prior art keywords
- damping mechanism
- structural members
- vibration damping
- friction type
- natural frequency
- 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.)
- Withdrawn
Links
- 238000013016 damping Methods 0.000 title claims abstract description 84
- 230000007246 mechanism Effects 0.000 title claims abstract description 66
- 230000009471 action Effects 0.000 claims description 6
- 230000008859 change Effects 0.000 claims description 3
- 230000004044 response Effects 0.000 abstract description 12
- 238000006073 displacement reaction Methods 0.000 description 19
- 238000001228 spectrum Methods 0.000 description 16
- 230000003068 static effect Effects 0.000 description 7
- 238000010586 diagram Methods 0.000 description 5
- 239000002783 friction material Substances 0.000 description 4
- 230000007423 decrease Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 2
- 230000003595 spectral effect Effects 0.000 description 2
- 229910000975 Carbon steel Inorganic materials 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002238 attenuated effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 239000010962 carbon steel Substances 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 230000005284 excitation Effects 0.000 description 1
- 239000011133 lead Substances 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、例えば鉄塔，管制塔あ
るいはビルデイングやその他の建築構造の骨組み構造を
構成するトラス構造の構造物に関し、特に制振機構をそ
なえたトラス形構造物に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a truss structure which constitutes, for example, a steel tower, a control tower or a frame structure of a building or other building structure, and more particularly to a truss structure having a vibration damping mechanism.
【０００２】[0002]
【従来の技術】一般に、トラス形構造の構造物は、図６
に示すように、その骨組みが多数の直線状の棒材からな
る構造部材１を三角形に接合して構成されており、骨組
を構成する各構造部材１は互いにピン接合されているも
のの、構造物の特性が変化する部分の無い、いわゆる剛
構造の構造物である。図６中の符号２は地面を示してい
る。2. Description of the Related Art Generally, a structure having a truss type structure is shown in FIG.
As shown in FIG. 2, the frame is formed by joining structural members 1 made of a large number of linear rods in a triangular shape, and the structural members 1 constituting the frame are pin-joined to each other, but the structure is The structure is a so-called rigid structure with no change in the characteristics. Reference numeral 2 in FIG. 6 indicates the ground.
【０００３】[0003]
【発明が解決しようとする課題】ところで、従来の図６
に示したようなトラス形構造物は、上述のように剛構造
であるばかりか、固有振動数および減衰比が一定であ
る。一方、構造物には種々な外力が作用するが、その外
力のうち主なものは、風荷重および地震荷重である。そ
してこれらの荷重は、図７および図８に示すように、周
波数特性が大きく異なる。すなわち風荷重のパワスペク
トル密度関数は、図７の曲線３が示すように、一般的に
は振動数ωが大きくなるにしたがって単調減少になり、 例えば、 Ｓ（ω）＝Ｓ0／（１＋ω2） （ここで ω：円振動数，Ｓ0：定数）で表わされる。By the way, as shown in FIG.
The truss-shaped structure as shown in 1 is not only a rigid structure as described above, but also has a constant natural frequency and a constant damping ratio. On the other hand, various external forces act on the structure, but the main external forces are wind load and seismic load. Then, these loads have greatly different frequency characteristics, as shown in FIGS. 7 and 8. That is, the power spectrum density function of the wind load generally decreases monotonically as the frequency ω increases, as shown by the curve 3 in FIG. 7. For example, S (ω) = S 0 / (1 + ω 2 ) (Where ω: circular frequency, S 0 : constant).
【０００４】一方地震荷重のパワスペクトル密度関数
は、図８の曲線４が示すように、振動数ωが大きくなっ
ても単調減少にはならずに、ある振動数でピークとなる
という特性がある。構造物の設計では、入力荷重に対す
る構造物の過大な応答を防ぐため、構造物の固有振動数
を入力荷重のパワスペクトル密度関数が、ある一定のレ
ベル以下になる振動数になるように設計する必要がある
ことはいうまでもない。図９は、風荷重のパワスペクト
ル密度関数の曲線３および地震荷重のパワスペクトル密
度関数の曲線４を同一グラフ上に示すとともに、設計上
の基準レベルを破線５で示している。したがって構造物
が風荷重だけに耐えられるようにするには、風荷重のパ
ワスペクトル密度関数(曲線３)が基準レベルを示す破線
５と交わる振動数ωw(指示線16で示す）以上に１次モー
ドの固有振動数がなるように構造物は設計される。On the other hand, the power spectrum density function of seismic load has a characteristic that it does not decrease monotonically even when the frequency ω increases, but peaks at a certain frequency, as shown by the curve 4 in FIG. . In designing a structure, in order to prevent an excessive response of the structure to an input load, the natural frequency of the structure is designed so that the power spectrum density function of the input load becomes a frequency below a certain level. Needless to say, it is necessary. FIG. 9 shows the curve 3 of the power spectrum density function of wind load and the curve 4 of the power spectrum density function of seismic load on the same graph, and shows the design reference level by the broken line 5. Therefore, in order for the structure to withstand only wind load, the power spectrum density function (curve 3) of wind load intersects the broken line 5 indicating the reference level at the frequency ω w (indicated by the indicator line 16) or more. The structure is designed so that the natural frequency of the next mode is.
【０００５】しかしながら、構造物が地震荷重にも耐え
られるようにするには、地震荷重のパワスペクトル密度
関数（曲線４）が破線５と交わる振動数ωe（指示線17
で示す）（ωe＞ωw）以上に構造物の１次モードの固有
振動数を設計する必要がある。ところで、構造物は、風
荷重と比較して発生頻度が格段に少ない地震荷重に対応
すべく、構造物の固有振動数を高く設計しているため、
それだけ構造部材を多く必要とし、その結果構造物の重
量が増え、かつコストもかかるという問題点がある。However, in order for the structure to withstand the seismic load, the frequency ω e (indicating line 17) at which the power spectrum density function (curve 4) of the seismic load intersects with the broken line 5
It is necessary to design the natural frequency of the first-order mode of the structure above (ω e > ω w ). By the way, the structure is designed to have a high natural frequency in order to cope with earthquake loads that occur much less frequently than wind loads.
As a result, a large number of structural members are required, and as a result, the weight of the structure is increased and the cost is increased.
【０００６】本発明は、このような問題点の解決をはか
ろうとするもので、構造物を形成する構造部材の一部
に、摩擦型制振機構を組込んだ摩擦型制振機構付き構造
部材を用いることにより、風荷重に対しては固有振動数
を高くかつ応答を低下させるとともに、地震荷重に対し
て固有振動数を低くかつ応答を低減させて、構造物の軽
量化，低コスト化を実現できるようにした、制振機構付
き構造物を提供することを目的とする。The present invention is intended to solve such a problem, and is a structure with a friction type vibration damping mechanism in which a friction type vibration damping mechanism is incorporated in a part of a structural member forming a structure. By using a member, the natural frequency is high and the response is low for wind load, and the natural frequency is low and the response is low for seismic load, and the structure is lightweight and low cost. It is an object of the present invention to provide a structure with a vibration damping mechanism that can realize the above.
【０００７】[0007]
【課題を解決するための手段】上述の目的を達成するた
め、本発明の制振機構付き構造物は、多数の棒状の構造
部材をピン接合して構成された構造物において、上記構
造部材の一部に摩擦型制振機構を組込まれた摩擦型制振
機構付き構造部材が用いられ、上記摩擦型制振機構が、
当該構造部材に発生する引張り力または圧縮力が一定値
を超えたときに一定の摩擦力の作用のもとで当該構造部
材がその長さに変化が生じるように構成されていること
を特徴としている。In order to achieve the above object, a structure with a vibration damping mechanism of the present invention is a structure constructed by pin-joining a large number of rod-shaped structural members. A structural member with a friction type vibration damping mechanism, in which a friction type vibration damping mechanism is incorporated in part, is used, and the friction type vibration damping mechanism is
When the tensile force or the compressive force generated in the structural member exceeds a certain value, the structural member is configured to change its length under the action of a certain frictional force. There is.
【０００８】[0008]
【作用】上述の本発明の制振機構付き構造物では、一部
の構造部材に組込まれた摩擦型制振機構が、通常の風荷
重に対しては、当該構造部材に作用する部材力が小さく
摩擦力がこれに十分打ち勝てるため、摩擦型制振機構は
作用せず、したがって構造物の固有振動数は風荷重に耐
えうるための値ωwに保たれる。一方大きな地震荷重が
作用した場合には、摩擦型制振機構付き構造部材に大き
な部材力が発生し、これが摩擦型制振機構の静摩擦力を
上回るため、摩擦型制振機構が作用する。In the structure with the vibration damping mechanism of the present invention described above, the friction type vibration damping mechanism incorporated in some of the structural members has a member force acting on the structural member against a normal wind load. The frictional damping mechanism does not work because the small frictional force overcomes it sufficiently, so that the natural frequency of the structure is kept at the value ω w to withstand the wind load. On the other hand, when a large seismic load is applied, a large member force is generated in the structural member with the friction type vibration damping mechanism, and this exceeds the static friction force of the friction type vibration damping mechanism, so that the friction type vibration damping mechanism acts.
【０００９】このようにすると、構造物の振動特性は非
線形となるが、等価的には剛性が小さくなるため固有振
動数が低くなり、かつ摩擦型機構の作用で等価的に減衰
比が大きくにる。このため固有振動数は地震荷重のパワ
スペクトル密度のピークよりも十分低い側へずれ、しか
も減衰比が大きくなるので地震応答を低減することがで
きる。In this way, the vibration characteristic of the structure becomes non-linear, but equivalently, the rigidity becomes small, so the natural frequency becomes low, and the damping ratio becomes equivalently large due to the action of the friction type mechanism. It Therefore, the natural frequency shifts to the side sufficiently lower than the peak of the power spectrum density of the seismic load, and the damping ratio becomes large, so the seismic response can be reduced.
【００１０】[0010]
【実施例】以下、図面により本発明の一実施例としての
制振機構付き構造物について説明すると、図１は側面
図、図２は摩擦型制振機構の側断面図、図３，図４は作
用説明図、図５は制振機構付き構造物の固有振動数と風
荷重および地震荷重のパワスペクトル密度関数との関係
を示すグラフである。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS A structure with a vibration damping mechanism as an embodiment of the present invention will be described below with reference to the drawings. FIG. 1 is a side view, FIG. 2 is a side sectional view of a friction type vibration damping mechanism, and FIGS. FIG. 5 is a graph for explaining the action, and FIG. 5 is a graph showing the relationship between the natural frequency of the structure with the vibration damping mechanism and the power spectrum density function of wind load and seismic load.
【００１１】この実施例の構造物も、多数の直線状の棒
材からなる構造部材を三角形に接合したトラス形構造物
であって、図１に示すように、その一部の棒材（この棒
材に符号６を付し、以下、摩擦型制振機構付き構造部材
と呼ぶ）が用いられている。摩擦型制振機構付き構造部
材６には、図２に示すように、その主構造部材に摩擦型
制振機構７が組込まれていて、主構造部材は８a,８bに
２分割されている。The structure of this embodiment is also a truss type structure in which structural members made up of a large number of linear bar members are joined in a triangle, and as shown in FIG. Reference numeral 6 is attached to the bar member, and hereinafter, a structural member with a friction type vibration damping mechanism is used). As shown in FIG. 2, the frictional vibration damping mechanism-equipped structural member 6 has a frictional vibration damping mechanism 7 incorporated in its main structural member, and the main structural member is divided into two parts 8a and 8b.
【００１２】摩擦型制振機構７はシリンダ９、ピストン
10および摩擦材11で構成されていて、一方の主構造部材
８aに摩擦型制振機構のシリンダ９が接続され、もう一
方の主構造部材８bにピストン10が接続されるととも
に、シリンダ９とピストン10とは摩擦材11を介して相対
的に摺動できるようになっている。なお摩擦材11として
は、焼付けを防ぐために、シリンダやピストンと異なっ
た材料であればよく、例えば鉛，炭素鋼，ステンレス鋼
その他一般金属が用いられる。The friction type vibration damping mechanism 7 includes a cylinder 9 and a piston.
10 and friction material 11, one main structural member 8a is connected to the cylinder 9 of the friction damping mechanism, the other main structural member 8b is connected to the piston 10, and the cylinder 9 and the piston are connected. The friction member 11 and 10 can slide relative to each other. The friction material 11 may be made of a material different from that of the cylinder or piston in order to prevent seizure, and for example, lead, carbon steel, stainless steel or other general metal is used.
【００１３】次に摩擦型制振機構７の特性について説明
する。図３は、摩擦型制振機構７の変位（横軸）と部材
力（軸方向荷重)(縦軸）との関係を示しており、この図
から、荷重が小さい時は荷重に比例した変位が得られる
が、このときにはシリンダ９とピストン10との相対的動
きは無く、部材の弾性変形分の変位だけである。荷重が
大きくなり、シリンダ９とピストン10との間の摩擦材11
を介した静止摩擦力Ｆ0を超えると、一定の摩擦力Ｆ0が
かかりながら変位は増えていくことが、図３から読み取
れる。Next, the characteristics of the friction type vibration damping mechanism 7 will be described. FIG. 3 shows the relationship between the displacement (horizontal axis) of the friction type vibration damping mechanism 7 and the member force (axial load) (vertical axis). From this figure, when the load is small, the displacement proportional to the load However, at this time, there is no relative movement between the cylinder 9 and the piston 10, and only displacement due to elastic deformation of the member. The load is increased and the friction material 11 between the cylinder 9 and the piston 10
It can be seen from FIG. 3 that when the static frictional force F 0 via the is exceeded, the displacement increases while a constant frictional force F 0 is applied.
【００１４】次にこのような摩擦型制振機構７付き構造
部材を組込んだ制振構造物の振動特性について説明す
る。図４は、制振構造物が振動する場合の、摩擦型制振
機構７付き構造部材６にかかる部材力（軸方向荷重)(縦
軸）と変位（横軸）との関係を示しており、この図か
ら、加振力が作用する前は変位，荷重ともに０であり、
図４の原点０にある。制振構造物の変形が小さいうち
は、部材の弾性による復元力が働くだけであり、振動し
ても図４の原点を通る直線12上を往復するだけである。Next, the vibration characteristics of a vibration damping structure incorporating such a structural member with the friction type vibration damping mechanism 7 will be described. FIG. 4 shows the relationship between the member force (axial load) (vertical axis) and displacement (horizontal axis) applied to the structural member 6 with the friction type vibration damping mechanism 7 when the vibration damping structure vibrates. From this figure, both displacement and load are 0 before the excitation force is applied,
It is at the origin 0 in FIG. While the deformation of the vibration damping structure is small, the restoring force due to the elasticity of the member only acts, and even if it vibrates, it only reciprocates on the straight line 12 passing through the origin of FIG.
【００１５】制振構造物の変形が大きくなり、摩擦型制
振機構付き構造部材の部材力が静止摩擦力Ｆ0よりも大
きくなると、摩擦型制振機構７の内部の相対的運動が始
まる。そして構造部材の変位がさらに大きくなっても、
この部材力はＦ0以上には大きくならない。さらに位相
が進んで、変位が逆方向に戻り始めると、部材力が逆向
きの静止摩擦力−Ｆ0に達しないうちは、部材の弾性に
よる力が働くだけで、図４の原点を通る直線と平行な直
線をたどって部材力が小さくなる。さらに負の変位が大
きくなって部材力が逆向きの静止最大摩擦力−Ｆ0に達
すると、摩擦型制振機構７の内部の相対的運動が始ま
る。主構造部材の変位がさらに大きくなっても、この部
材力は−Ｆ0以下にはならない。When the deformation of the vibration damping structure becomes large and the member force of the structural member with the friction type vibration damping mechanism becomes larger than the static friction force F 0 , the relative movement inside the friction type vibration damping mechanism 7 starts. And even if the displacement of the structural member becomes larger,
This member force does not become larger than F 0 . When the phase further advances and the displacement begins to return in the opposite direction, the force due to the elasticity of the member acts only if the member force does not reach the reverse static friction force −F 0 , and a straight line passing through the origin of FIG. The member force becomes smaller by following a straight line parallel to. When the negative displacement further increases and the member force reaches the reverse maximum static friction force −F 0 , relative movement inside the frictional vibration damping mechanism 7 starts. Even if the displacement of the main structural member is further increased, this member force does not fall below -F 0 .
【００１６】さらに位相が進んで変位が再び正方向へ向
かうと、部材力が静止摩擦力Ｆ0に達しないうちは主構
造部材の弾性による力が働くだけで、図４の原点を通る
直線と平行な直線をたどって部材力が大きくなる。そし
て再び部材力が静止摩擦力Ｆ0よりも大きくなると、摩
擦型制振機構７内部の相対的運動が始まる。以後、振動
する時にはこのような作動を繰り返し、振幅も振動数も
一定の場合の振動では変位と部材力の関係は図４の外側
の平行四辺形で表わされる直線13に沿った経路を矢印の
ように進む。When the phase further advances and the displacement returns to the positive direction again, the force due to the elasticity of the main structural member acts only before the member force reaches the static frictional force F 0 , and a straight line passing through the origin of FIG. The member force increases by following parallel straight lines. When the member force becomes larger than the static friction force F 0 again, the relative movement inside the friction damping mechanism 7 starts. After that, when vibrating, such an operation is repeated, and in the case of vibration in which both the amplitude and the frequency are constant, the relationship between the displacement and the member force is that the path along the straight line 13 represented by the outer parallelogram in FIG. To proceed.
【００１７】次に制振構造物の固有振動数および減衰比
について説明する。振動の振幅が小さい時は、図４の原
点０を通る直線上を行ったり来りするだけであり、摩擦
型制振機構の無い構造物と同じ固有振動数を有する。し
かし振動の振幅が大きい時は、図４の外側の平行四辺形
で表わされる変位・部材力の関係を矢印のように進む
が、摩擦型制振機構付き構造部材の部材力が静止摩擦力
に達してからは変位が大きくなるため、平均的には剛性
が低くなったことになり、固有振動数は低くなる。また
１周期あたりに摩擦型制振機構付き構造部材で消散する
エネルギーは、振幅が小さい時は、構造部材１を形成す
る材料自体の弾性による減衰や構造部材１同志の結合部
における構造減衰があるだけで、減衰比は摩擦型制振機
構７の無い構造物と同じである。しかし振動の振幅が大
きい時は、図４の外側の平行四辺形で囲まれる部分の面
積が１周期あたりに構造部材で消散するエネルギーを表
わし、等価的に減衰比が大きくなることを意味する。Next, the natural frequency and damping ratio of the damping structure will be described. When the amplitude of vibration is small, it only moves back and forth on a straight line passing through the origin 0 in FIG. 4, and has the same natural frequency as a structure without a friction type vibration damping mechanism. However, when the amplitude of vibration is large, the relationship between the displacement and the member force represented by the outer parallelogram in Fig. 4 progresses as indicated by the arrow. Since the displacement becomes large after reaching this value, the rigidity becomes low on average, and the natural frequency becomes low. Further, the energy dissipated by the structural member with the friction type vibration damping mechanism per one cycle, when the amplitude is small, is attenuated by the elasticity of the material itself forming the structural member 1 or structural damping at the joint portion of the structural members 1 comrades. The damping ratio is the same as that of the structure without the friction type vibration damping mechanism 7. However, when the amplitude of vibration is large, the area of the portion surrounded by the parallelogram outside in FIG. 4 represents the energy dissipated by the structural member per cycle, which means that the damping ratio becomes equivalently large.
【００１８】次にこのような振動特性を持つ制振構造物
の風荷重および地震荷重に対する応答について説明す
る。図５は風荷重（曲線３）および地震荷重（曲線４）
のパワスペクトル密度関数(縦軸）と制振構造物の固有
振動数（横軸）との関係を示しており、風荷重のように
大きさの小さい荷重が作用している場合は、摩擦型制振
機構７は作用せず、制振構造物の固有振動数は摩擦型制
振機構７の無い構造物と等しく、その固有振動数はωwで
ある。Next, the response of the damping structure having such vibration characteristics to wind load and seismic load will be described. Figure 5 shows wind load (curve 3) and seismic load (curve 4)
Shows the relationship between the power spectral density function (vertical axis) and the natural frequency of the damping structure (horizontal axis). When a small load such as wind load is applied, the friction type The damping mechanism 7 does not act, the natural frequency of the damping structure is equal to that of the structure without the friction type damping mechanism 7, and the natural frequency is ω w .
【００１９】大きな地震荷重が作用すると、摩擦型制振
機構７が作用して制振構造物の固有振動数は等価的に低
くなり、例えば図５の指示線14で示すωwから指示線15
で示すω'eまで低下する。ω'eは地震荷重のパワスペク
トル密度関数の曲線４のピーク値をとる振動数ωwより
も低い。さらに減衰比も等価的に大きくなっている。こ
のため地震荷重に対する応答は、摩擦型制振機構７が無
い構造物と比較すると、格段低下する。なお、風荷重に
対しては、固有振動数の低下は風荷重のパワスペクトル
密度関数（曲線３）の値の大きい方へずれることになる
が、摩擦型制振機構の作用で等価的に減衰比が大きくな
るため、風荷重に対する応答が大きくなることはない。When a large seismic load acts, the friction damping mechanism 7 acts and the natural frequency of the damping structure is equivalently lowered. For example, from ω w to the pointing line 15 shown by the pointing line 14 in FIG.
To ω ' e shown by. ω 'e is lower than the vibration number ω w taking the peak value of the curve 4 of the power spectral density function of the earthquake load. Furthermore, the damping ratio is also equivalently large. Therefore, the response to the seismic load is much lower than that of the structure without the friction type vibration damping mechanism 7. With respect to wind load, the decrease in natural frequency shifts to the larger value of the power spectrum density function (curve 3) of wind load, but it is equivalently damped by the action of the friction type vibration damping mechanism. As the ratio increases, the response to wind load does not increase.
【００２０】このようにしてこの実施例では摩擦型制振
機構付き構造部材を構造物の一部用いてトラス形構造物
を構成したので、風荷重に対しては固有振動数を高くし
て応答を低減でき、かつ大きな地震荷重が作用した時に
は摩擦型制振機構が作用し、等価的に固有振動数を地震
荷重のパワスペクトル密度のピーク振動数よりも低くす
るとともに、摩擦力により減衰が作用して、地震応答を
低減させることができる。As described above, in this embodiment, since the truss type structure is constructed by using the structural member with the friction type vibration damping mechanism as a part of the structure, the natural frequency is increased to respond to the wind load. The friction-type damping mechanism acts when a large seismic load is applied, equivalently lowers the natural frequency below the peak frequency of the power spectrum density of seismic load, and attenuates due to frictional force. Then, the seismic response can be reduced.
【００２１】なお、この実施例の場合、主構造部材８の
途中に摩擦型制振機構７を介在させているため、地震等
により摩擦型制振機構７が変位したとき、摩擦型制振機
構７付き構造部材が単独であれば、地震時に変位を生ず
ると元に戻らないこともある。しかし実際上は、摩擦型
制振機構付きの構造部材だけでトラス形構造物を構成す
ることは無く、必ず通常の構造部材（制振機構を含まな
い構造部材）が並列してトラス形構造物が構成されてい
る。したがって通常の構造部材から必ず元の位置に戻ろ
うとする復元力が構造物全体に作用し、摩擦型制振機構
７が変位したままで終わることはなく、特に元に戻す操
作は必要でない。ただ実際は、摩擦型制振機構付き構造
部材で生ずる摩擦力と、他の通常の構造部材から受ける
復元力とが釣り合う位置で止まり、完全には元状に復さ
ないこともあり得るが、通常の構造部材と比較して制振
機構付き構造部材の数が少なければ、地震を受ける前の
位置と復元後の位置との違いは僅かであり、実用上は全
く差支えない。In the case of this embodiment, since the friction type vibration damping mechanism 7 is interposed in the middle of the main structural member 8, when the friction type vibration damping mechanism 7 is displaced due to an earthquake or the like, the friction type vibration damping mechanism is displaced. If the 7-attached structural member is independent, it may not return to its original position if displacement occurs during an earthquake. However, in reality, a truss-type structure is not composed of only structural members with a friction-type vibration damping mechanism, and normal structural members (structural members that do not include a vibration-damping mechanism) are always arranged in parallel. Is configured. Therefore, the restoring force that always returns from the normal structural member to the original position acts on the entire structure, and the frictional vibration damping mechanism 7 does not end in the displaced state, and no particular returning operation is necessary. However, in reality, it may stop at the position where the frictional force generated in the structural member with the friction type vibration damping mechanism and the restoring force received from other normal structural members balance, and it may not completely return to the original state. If the number of structural members with a vibration damping mechanism is smaller than that of the structural members, the difference between the position before the earthquake and the position after the restoration is small, and there is no difference in practical use.
【００２２】[0022]
【発明の効果】以上詳述したように、本発明の制振機構
付き構造物によれば、摩擦型制振機構の付いた構造部材
を構造物の一部に用いていることにより、構造物の固有
振動数および減衰比が荷重により変わる。つまり大きな
地震荷重に対しては摩擦型制振機構の作用により構造物
の固有振動数が低くなり、減衰比も大きくなって、地震
応答を低減させることができ、したがって構造物を風荷
重に耐えられる固有振動数に設計すれば良く、従来の構
造物のように地震荷重に耐えられるように固有振動数を
高く設計する必要が無く、その分構造部材を少なくで
き、構造物の軽量化，低コスト化を実現できる利点があ
る。As described above in detail, according to the structure with the vibration damping mechanism of the present invention, the structure member having the friction type vibration damping mechanism is used as a part of the structure, The natural frequency and the damping ratio of f vary depending on the load. In other words, due to the action of the friction type vibration control mechanism, the natural frequency of the structure is lowered and the damping ratio is increased for a large earthquake load, and the seismic response can be reduced. Therefore, the structure can withstand wind load. It is not necessary to design the natural frequency to be high enough to withstand the seismic load unlike conventional structures, and the number of structural members can be reduced accordingly, resulting in a lighter, lower structure structure. There is an advantage that cost can be realized.
【図１】本発明の一実施例としての制振機構付き構造物
の側面図。FIG. 1 is a side view of a structure with a vibration damping mechanism as an embodiment of the present invention.
【図２】同摩擦型制振機構の側面図。FIG. 2 is a side view of the friction type vibration damping mechanism.
【図３】同摩擦型制振機構の部材力と変位との関係を示
す線図。FIG. 3 is a diagram showing a relationship between a member force and a displacement of the friction type vibration damping mechanism.
【図４】同構造物が振動する時の摩擦型制振機構付きの
構造部材の部材力変位との関係を示す線図。FIG. 4 is a diagram showing a relationship with a member force displacement of a structural member having a friction type vibration damping mechanism when the structure vibrates.
【図５】同構造物における風荷重および地震荷重のパワ
スペクトル密度関数と固有振動数との関係を示した線
図。FIG. 5 is a diagram showing a relationship between a power spectrum density function of wind load and seismic load and a natural frequency in the same structure.
【図６】従来のトラス型構造物を示す側面図。FIG. 6 is a side view showing a conventional truss type structure.
【図７】同風荷重のパワスペクトル密度関数の図。FIG. 7 is a diagram of a power spectrum density function under the same wind load.
【図８】同地震荷重のパワスペクトル密度関数の図。FIG. 8 is a diagram of a power spectrum density function of the seismic load.
【図９】同従来の構造物の設計手法の説明図。FIG. 9 is an explanatory view of the conventional structure designing method.
１ 構造部材 ２ 地面 ３ 風荷重のパワスペクトル密度関数の曲線 ４ 地震荷重のパワスペクトル密度関数の曲線 ５ 基準レベルを示す破線 ６ 摩擦型制振機構付き構造部材 ７ 摩擦型制振機構 ８a,８b 主構造部材 ９ シリンダ 10 ピストン 11 摩擦材 12 制振構造物の振幅が小さい時の部材力・変位特性を
示す直線 13 制振構造物の振幅が大きい時の部材力・変位特性を
示す直線 14 荷重が小さい時の固有振動数の指示線 15 荷重が大きい時の固有振動数の指示線 16 風荷重に耐えるための固有振動数の指示線 17 地震荷重に耐えるための固有振動数の指示線1 Structural member 2 Ground 3 Curve of power spectrum density function of wind load 4 Curve of power spectrum density function of seismic load 5 Dashed line showing reference level 6 Structural member with friction type vibration control mechanism 7 Friction type vibration control mechanism 8a, 8b Main Structural member 9 Cylinder 10 Piston 11 Friction material 12 Straight line showing the member force / displacement characteristics when the vibration control structure amplitude is small 13 Line 14 showing the member force / displacement characteristics when the vibration control structure amplitude is large Natural frequency indicator line when the load is small 15 Natural frequency indicator line when the load is large 16 Natural frequency indicator line to withstand wind load 17 Natural frequency indicator line to withstand an earthquake load
Claims (1)
成された構造物において、上記構造部材の一部に摩擦型
制振機構を組込まれた摩擦型制振機構付き構造部材が用
いられ、上記摩擦型制振機構が、当該構造部材に発生す
る引張り力または圧縮力が一定値を超えたときに一定の
摩擦力の作用のもとで当該構造部材がその長さに変化が
生じるように構成されていることを特徴とする、制振機
構付き構造物。1. A structural member having a large number of rod-shaped structural members joined by pins, wherein a structural member with a frictional vibration damping mechanism is used, in which a frictional vibration damping mechanism is incorporated in a part of the structural member. When the tensile force or the compressive force generated in the structural member exceeds a certain value, the friction type vibration damping mechanism causes the structural member to change its length under the action of a certain frictional force. A structure with a vibration damping mechanism, characterized in that
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4204395A JPH0626237A (en) | 1992-07-08 | 1992-07-08 | Structure having damping mechanism |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4204395A JPH0626237A (en) | 1992-07-08 | 1992-07-08 | Structure having damping mechanism |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH0626237A true JPH0626237A (en) | 1994-02-01 |
Family
ID=16489835
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4204395A Withdrawn JPH0626237A (en) | 1992-07-08 | 1992-07-08 | Structure having damping mechanism |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0626237A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5819484A (en) * | 1995-07-28 | 1998-10-13 | Kar; Ramapada | Building structure with friction based supplementary damping in its bracing system for dissipating seismic energy |
| JP2008540918A (en) * | 2005-05-13 | 2008-11-20 | リヴィングストン，トレイシー | Structural tower |
-
1992
- 1992-07-08 JP JP4204395A patent/JPH0626237A/en not_active Withdrawn
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5819484A (en) * | 1995-07-28 | 1998-10-13 | Kar; Ramapada | Building structure with friction based supplementary damping in its bracing system for dissipating seismic energy |
| JP2008540918A (en) * | 2005-05-13 | 2008-11-20 | リヴィングストン，トレイシー | Structural tower |
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| Date | Code | Title | Description |
|---|---|---|---|
| A300 | Withdrawal of application because of no request for examination |
Free format text: JAPANESE INTERMEDIATE CODE: A300 Effective date: 19991005 |