自體調諧質量阻尼系統動力反應最佳化於實務案例之可行性研究

Feasibility Study on Building Mass Damper Using Optimum Dynamic Response Control Algorithm for Practical Application

10.6849/SE.201709_32(3).0003

陳培榮(Pei-Rong Chen)；劉郁芳(Yu-Fang Liu)；李柏翰(Bo-Han LEE)；林子剛(Tzu-Kang Lin)；張國鎮(Kuo-Chun Chang)

調諧質量阻尼器 ； 中間樓層隔震 ； 自體調諧質量阻尼器 ； 目標函數 ； 結構控制 ； 動力反應最佳化 ； Mid-story isolation system ； Tuned mass damper ； Building mass damper ； Objective function ； Optimum Dynamic Response Control Algorithm

結構工程

32卷3期（2017 / 09 / 01）

48 - 68

繁體中文

近年來隨著隔震設計之建築物蓬勃發展，其中因施工性較優之中間層隔震(Mid-Story Isolation)設計逐漸被廣泛應用，然而中間層隔震設計之高模態參與比例較高，常造成隔震層下部結構反應放大，欲減少隔震層下部反應放大的問題，採用調諧質量阻尼(Tuned Mass Damper，TMD)系統為能量吸收器，於外力作用下與主結構產生反相位運動進而消散外力擾動能量。自體調諧質量阻尼系統(Building Mass Damper System，BMD)將上部結構視為調諧質量，並利用控制層中的橡膠支承墊與黏性阻尼器分別提供BMD 系統所需之勁度及阻尼，結合中間層隔震與調諧質量阻尼器設計之優點，同時控制下部與上部結構反應。數值模型上，以一簡化三自由度模型分別模擬上部結構、控制層及下部結構，進而以三自由度之動力反應總和最小化作為控制目標，推導BMD 最佳化系統(Optimum Building Mass Damper，OBMD)。基於過去研究已分別透過數值模擬及振動台實驗，驗證OBMD 設計於八層樓縮尺構架之可行性，故本研究將針對OBMD 於實際結構之可行性進行探討，因此將採用57 層樓鋼構架作為空構架設計依據，在分析程序上，先根據2%鋼構架初始阻尼比分別設計TMD、BMD 及OBMD 構架，輸入六組不同特性之地震歷時，比較三種系統之歷時反應，同時透過簡化三自由度之加速度轉換函數配合震波FFT 頻涵圖，交互驗證其動態反應。根據第一階段之分析結論，再分別設計下部結構阻尼比為4%之OBMD 構架及一整體阻尼比為4%之消能減震構架，並重新對於空構架、消能減震構架及OBMD 構架進行分析，最後比較最大層間變位角及樓層最大加速度，以驗證OBMD 於實際案例應用之可行性。

In a mid-story isolated building, the isolation system is incorporated into the mid-story rather than the base of the building. The effectiveness of mid-story isolation design in reducing seismic demands on the superstructure above the isolation system has been verified in many researches. However, the response of substructure may be amplified due to the flexibility and the contribution of the higher modes. On the other hand, although tuned mass damper has been recognized as an effective energy absorbing device to reduce the undesirable vibrations of the attached vibrating system subjected to harmonic excitations, the mass ratio of most TMD was not enough for earthquake resistance due to the limitation of the building space. Therefore, the concept of building mass damper (BMD) design has been developed, which incorporates the TMD design concept into the mid-story isolated building to control the seismic response of both substructure and superstructure. In the BMD design, the superstructure serves as a tuned absorber mass while the stiffness and damping can be provided by the isolation system composed of elastomeric bearings and additional dampers, as the advantages of conventional TMD and mid-story isolation systems can be integrated. A simplified three-lumped-mass structure model, in which three lumped masses are respectively assigned at the building mass absorber, the control layer, and the primary structure, is rationally assumed to represent a building structure with a BMD system. The reason for doing this is that the inherent dynamic characteristics (fundamental modal characteristics of vibration) of both the building mass absorber and the primary structure can be considered comprehensively in the simplified structure model. The feasibility of the optimum BMD (OBMD) design method has been verified in previous studies. In this research, the 57 story steel frame is used to be a bare frame. According to 2% inherent damping ratios of the TMD, BMD and OBMD can be designed respectively. Six real earthquake records with distinct seismic characteristics adopted in this research are selected for the ground acceleration inputs along the longitudinal and transversal direction. On the other hand, the acceleration transfer functions of the simplified three-lumped-mass structural model and the FFT of each ground motion are used to describe the seismic behavior of the TMD, BMD and OBMD. Then, the seismic responses of the OBMD system are thoroughly investigated and the practicability and effectiveness of the OBMD system for seismic design are verified.

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