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研究生:林裕淵
研究生(外文):Lin,Yue-Yean
論文名稱:加黏彈性阻尼器結構之分析與設計
論文名稱(外文):Seismic Analysis and Design of Structure with Added Viscoelastic Dampers
指導教授:張國鎮張國鎮引用關係
指導教授(外文):Chang,Kuo-Chun
學位類別:碩士
校院名稱:國立臺灣大學
系所名稱:土木工程學研究所
學門:工程學門
學類:土木工程學類
論文種類:學術論文
論文出版年:1995
畢業學年度:83
語文別:中文
論文頁數:500
中文關鍵詞:黏彈性阻尼器抗震結構非線性行為
外文關鍵詞:Viscoelastic DamperpSeismic StructureNon-linear Behavior
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  • 被引用被引用:6
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黏彈性阻尼器在結構控制上為一消能被動控制系統,可用於大幅提高結構之阻尼比,以降低在地震及強風下結構之動力反應.當結構物受到振動時,阻尼器會藉由黏彈性材料產生剪力變形來吸收及消散振動能量,黏彈性材料會因此而昇高溫度,並經由空氣及阻尼器之鋼鈑來散熱.如此可明顯的降低結構物的韌性需求,減少結構物反應,且可使各樓層的側移比變得較均勻.黏彈性阻尼器是一種被動之設備,故使用時不須要外加其它能源 ,適合用於新建或須補強之建築.
近年來,應用黏彈性阻尼器於結構上,提高其阻尼比,使之具有較佳的抗震能力已被証實,從過去的實驗中顯示出加黏彈性阻尼器的結構甚至在強烈地震下仍能保持彈性狀態.雖然由以往的研究可証實阻尼器對結構而言是一種有效的消能器且可精確預測其彈性行為,但卻沒有資料是關於加黏彈性阻尼器結構物在強震下的非線性行為與極限狀態,所以無法証實以解析方法模擬具有高阻尼比結構物在非彈性範圍時的準確性.在本文第二章中,我們將經由實驗與數值分析,研究兩個抗彎鋼構架的非線性行為,其中一個構架為原始構架,另一個構架,我們將設置兩組阻尼器於撐上.
第三章敘述加黏彈性阻尼器結構的設計規範,設計方法及其應用程式以利結構工程師設計之用.第四章提出三個設計範例,分別是10層樓單跨,5層樓三跨,20層樓三跨的平面鋼構架,每個範例均嘗試四種不同的設計方法,每種設計方法均使用歷時分析和反應譜分析來探討其耐震行為,並討論地震力折減係數(Rw).
A summary on the experimental and analytical study of VE
dampers as energy dissipation devices in seismic structural
applications is first described. Experimental studies have been
carried out on a 2/5 scale five story steel frame, a full scale
five story steel frame, and a 1/3 scale three story RC frame.
It can be concluded that VE dampers are effective in reducing
seismic vibrations of structures. The effectiveness of VE dampers does depend on the environmental temperature and therefore should be included as a important design parameter in structural design applications. Analytical studies show that the modal strain energy method can be used to reliably predict the equivalent structural damping of the structure and that the seismic response of the viscoelastically damped structure can be accurately simulated by conventional modal analysis techniques. Therefore the viscoelastically damped frame can be designed with currently available design tools with only minor modifications.
Results from this study suggest that it is possible to
retain an elastic structure under strong earthquake ground
motions if VE dampers are used to provide the structure with
damping ratio larger than 12% under a given design temperature.
Based on this study and the results from previous investigations, a design damping ratio of 15% is recommended for current design earthquakes such as those specified in UBC (1994). It is also preferable to limit the maximum strain of the VE dampers so that damping ratio of the viscoelastically damped structure will not decrease significantly after experiencing the maximum displacements during the earthquake. The design and analysis procedures reported earlier for elastic design of structures with added VE dampers can be readily applied for practical applications.
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