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標題: | 含低降伏鋼板阻尼器最佳化構架之耐震性能分析與試驗研究 Seismic Testing, Analysis and Optimization of Low Yielding Strength Steel Panel Dampers in MRF |
作者: | You-Jin Zhong 鍾侑津 |
指導教授: | 蔡克銓(Keh-Chyuan Tsai) |
關鍵字: | 鋼板阻尼器,低降伏強度鋼,抗彎構架,最佳化設計,非線性動力歷時分析,複合試驗,分析模型同步更新技術, steel panel damper,low yielding strength steel,moment resisting frame,optimization design,,nonlinear response history analysis,hybrid simulation,online model updating, |
出版年 : | 2020 |
學位: | 碩士 |
摘要: | 三段式鋼板阻尼器(Steel Panel Damper, SPD)為耐震間柱的一種,中間段為非彈性核心段,上下兩段為彈性連接段,在核心段配置加勁板,可延遲受剪挫屈的發生。在抗彎構架(Moment Resisting Frame, MRF)中設置SPD可增加結構的側向勁度、強度與韌性。本研究提出的SPD與邊界梁之十字子構架模型,可適用在上下相鄰樓層高、SPD降伏強度與邊柱深度不同的情況,並實現十字子構架的跨樓層設計,可完成整棟SPD-MRF最少用鋼量之最佳化設計,增進工程實用性。 本研究以僅考慮容量設計之六層樓SPD-MRF為設計範例,討論進行整棟SPD-MRF最佳化設計的結果。稱原構架為「初始設計」,完成最佳化設計之構架稱為「基本設計」,針對基本設計之第一模態對應之層間位移角反應最大的三個樓層進行1.5倍勁度調整稱為「實用設計」,此外核心段材料分為LYP100與SN400B,總共有五個SPD-MRF模型進行靜力與動力分析比較。本研究亦設計兩組核心採LYP100的SPD分別進行反覆加載試驗與結合分析模型同步更新技術的複合試驗,探討SPD耐震容量與SPD於構架中的耐震性能。 基本設計可減少14%用鋼量,但無法維持「初始設計」之構架側向勁度;「實用設計」可減少10%用鋼量,且可維持或優於「初始設計」之勁度。核心採LYP100之SPD有較大的設計斷面,在構架中SPD樓層剪力比為40%,大於核心採SN400B的37%。側推分析顯示,各模型系統超強因子介於2.7至3.1之間,與AISC 341-16設計規範中對於MRF系統建議數值3.0接近,顯示SPD-MRF有類似MRF的強度特性。使用240組地震進行六層樓SPD-MRF非線性動力歷時分析,比較MCE級地震作用下的最大層間位移角平均值,「初始設計」、核心採LYP100的「基本設計」與「實用設計」分別為1.63%弧度、1.67%弧度與1.57%弧度;層間位移角集中因子分別為1.48、1.46與1.43,代表「實用設計」有較小且分布更均勻的層間位移角。SPD核心段之最大剪變形需求平均值為4.8%弧度、最大累積塑性剪變形比需求平均值為340,兩組SPD試體核心段剪變形容量9.8%弧度與14.4%弧度遠高於需求,累積塑性剪變形比容量為1339與2372,約可承受4次與7次MCE級地震才可能發生破壞。PISA3D模型預測的SPD位移與子結構複合試驗結果的RMSE僅差1.62mm,分析模型同步更新技術與原材料硬化參數差別為16%,顯示分析模型準確度高,增進數值模型分析結果可信度。 The steel panel damper (SPD) includes three wide-flange sections, the middle inelastic core (IC), the top and bottom elastic joints (EJs), respectively. Under the severe earthquakes, the two EJs in an SPD are designed to remain elastic while the IC could undergo large inelastic shear deformation thereby dissipating seismic energy. In order to delay the buckling of the IC web, stiffeners must be attached to the web, top and bottom ends of the IC. A ductile Vierendeel frame can be constructed by incorporating the SPDs into a moment resisting frame (SPD-MRF) in order to enhance the lateral stiffness, strength and energy dissipation capacity of the MRF. This research investigates the optimization of the SPDs and the boundary beams. The studies consider different story height, the yielding strength and depth of the adjacent SPDs. The procedures of performing floor-by-floor optimization design of the SPDs and boundary beams are presented. An example 6-story SPD-MRF previously designed considering the capacity design only is denoted as the Original Design (OD). The Basic Design (BD) denotes the capacity design and the minimum weight optimization are adopted in sizing all SPDs and beams of the SPD-MRF. The 2nd to 4th story drifts are identified as the three larger ones from the distribution computed from the first mode of the BD. The Practical Design (PD) denotes the optimization re-design considering a 50% more SPD-and-beam stiffness enhancement in the 2nd to 4th stories of the BD. In addition, the IC steel material considers either LYP100 or SN400B. Results of static and dynamic analyses conducted on five SPD-MRF models using PISA3D program are presented. Two SPD specimens with the ICs using LYP100 were tested using cyclic loading and hybrid simulation method combined with online model updating techniques. The BD reduces the steel weight of the OD by about 14%, but with a lateral stiffness less than the OD . The PD reduces about 10% OD’s steel weight, and maintains or exceeds OD’s lateral stiffness. The ICs using the LYP100 steel, have larger section sizes than the ICs using SN400B steel, resist 40% of the story shear which is greater than the 37% story shear resisted by the ICs using SN400B. Pushover analysis shows that the system overstrength factors range from 2.7 to 3.1 and agree with the value of 3.0 stipulated for the MRF system in the AISC 341-16 specifications. Results of nonlinear response history analysis using 240 ground motions of three hazard levels indicate that the PD has the smallest story drifts and the distribution is most uniform among five models. The IC’s maximum shear deformation results from the MCEs is 4.8% radians, much less than the 9.8% radians or 14.4% radians deformational capacity observed from the SPD specimens. The experimental cumulative plastic deformation is more than 1339, capable of withstanding at least 4 MCEs before failure. |
URI: | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/19276 |
DOI: | 10.6342/NTU202003735 |
全文授權: | 未授權 |
顯示於系所單位: | 土木工程學系 |
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