DC 欄位 | 值 | 語言 |
dc.contributor | 蔡克銓 | zh-TW |
dc.contributor | Tsai, Keh-Chyuan | en |
dc.contributor | 臺灣大學:土木工程學研究所 | zh-TW |
dc.contributor.author | 詹雅嵐 | zh-TW |
dc.contributor.author | Chan, Ya-Ran | en |
dc.creator | 詹雅嵐 | zh-TW |
dc.creator | Chan, Ya-Ran | en |
dc.date | 2008 | en |
dc.date.accessioned | 2010-06-30T15:55:06Z | - |
dc.date.accessioned | 2018-07-09T19:40:34Z | - |
dc.date.available | 2010-06-30T15:55:06Z | - |
dc.date.available | 2018-07-09T19:40:34Z | - |
dc.date.issued | 2008 | - |
dc.identifier.other | U0001-2507200812550100 | en |
dc.identifier.uri | http://ntur.lib.ntu.edu.tw//handle/246246/187626 | - |
dc.description.abstract | 由於在建築耐震設計與分析程序中,動力歷時分析可供進行更詳細的結構耐震性能評估,本研究首先介紹幾種常見用於動力歷時分析調整地震加速度歷時的方法,並且探討不同地震歷時調整方法的優缺點,綜合不同地震加速度歷時調整方法的優缺點,而發展出多振態調整法。此法建立在考量主要之前數個振態效應,使用誤差最小平方法調整考量的主要振態在自然地震與設計反應譜間的誤差,因此可以有效改善調整倍率過大或過小的缺點、使自然地震反應譜與設計加速度反應譜在主要振譜處更接近。本文先使用美國SAC Project中位於洛杉磯的三棟鋼構造抗彎構架,探討多振態調整法用於不同高度結構的結構物受震反應評估效應,發現使用多振態調整法於低、中高樓層,皆可有效降低結構物受震反應的變異性,尤其是使用在高層建築中更為有效。本研究亦探討使用不同振態數目對多振態調整法的影響,以一棟位於高雄的34層鋼構造超高層大樓為例,使用不同振態數目調整地震加速度歷時後,顯示只要多考慮一個振態,便可以有效降低結構物受震反應變異性,且當考量振態數目越多,可以有效的降低調整倍率。 本研究並探討多振態調整法與其他地震加速度歷時調整法在結構物可信度導向耐震性能評估程序中的適用性,以前述34層超高層大樓作為評估案例,使用FEMA-350, FEMA-355F, FEMA-351等耐震性能設計規範所建議之評估程序,採2500年迴歸期設計反應譜進行評估,結果顯示由於多振態調整法可以有效降低結構物受震反應,而使評估結果更加合理,該34樓案例方能符合對應於2500年設反應譜的95%可信度。 | zh-TW |
dc.description.abstract | Non-linear dynamic time-history analyses conducted as part of a performance-based seismic design approach often require that the ground motion records be scaled to a specified level of seismic intensity. Recent research has demonstrated that certain ground motion scaling methods can introduce a large scatter in the estimated seismic demands. The resulting seismic demands may be biased, leading to designs with significant uncertainty and unknown margins of safety. For high-rise buildings, high-mode effects can be rather pronounced. If a ground acceleration record is scaled without properly incorporating the design spectral accelerations at the significant periods of a building, it could seriously overestimate or underestimate the seismic demands. This study proposes a multi-mode ground motion scaling (MMS) method. This method takes into account the structural modal characteristics and aims to minimize the difference between the spectral responses of a given ground motion and the smoothed design response spectrum at the first few modes. In this research, various ground motion scaling methods are investigated using a set of nine model buildings─ referred to as the SAC buildings, each subjected to 20 specific ground motions. This study compares the effectiveness of the MMS method with the ground motion scaling procedures prescribed by current seismic codes or Sa(T) method proposed by Shome and Cornell in 1998. It is illustrated that the MMS method is effective in reducing the scatter in peak seismic demands computed from both the response spectrum analysis (RSA) and nonlinear response history analysis (NLRHA) procedures. It is demonstrated that historical ground acceleration records can be conveniently scaled with only a few more vibration modes considered for high-rise buildings. It is found that the MMS method is effective in minimizing the scatter in peak seismic demand estimates for tall buidlings. In addition, the effects of different scaling methods for a new confidence-based demand and resistance factor seismic evaluation procedure are investigated, respectively. Again, it is found that the MMS method could reduce the scatter of seismic demands and make the evaluation more effective. | en |
dc.description.tableofcontents | 目 錄 謝 i文摘要 ii文摘要 iii 錄 iv 目 錄 vii 目 錄 xii一章 緒論 1.1研究動機 1.2文獻回顧 2.3常見結構動力歷時分析用之地震歷時調整方法 4.4研究內容 6二章 多振態調整法 7.1前言 7.2基本原理 7.1.1主要模態數目之決定 8.1.2權重係數(Weighting factor,Wi)推導 9.1.3自然地震調整倍率(Scaling Factor,SF)推導 9.2調整步驟 10.3小結 10三章 地震歷時強度調整法之適用性研討 12.1前言 12.2適用性研討方法 12.2.1彈性分析 12.2.2非彈性分析 13.3示範例構架介紹 14.3.1結構系統 14.3.2結構分析模型 15.3.3 地震歷時介紹 16.4分析結果比較 17.4.1 彈性分析 17.4.1.1 反應譜動力分析(Response Spectrum Analysis, RSA) 18.4.1.2 歷時動力分析(Response History Analysis, RHA) 20.4.1.3 50%in50yr地震危害等級下受震反應需求分析結果 23.5非線性動力歷時分析(Nonlinear Response Time History Analysis) 23.5.1 彈性反應譜動力分析 24.5.1.1地震危害等級10%in50yr作用下 24.5.1.2地震危害等級2%in50yr作用下 25.5.2 耐震性能變異性比較 27.5.2.1地震危害等級10%in50yr作用下 27.5.2.2地震危害等級2%in50yr作用下 27.6小結 30四章 振態數目對多振態調整法之影響 32.1 前言 32.2範例構架介紹 32.2.1結構系統介紹 32.2.2結構設計依據與分析方法 33.2.3 結構分析模型建置 34.3非線性動力歷時分析 37.3.1非線性動力歷時分析結果 37.4小結 39五章 結構物可信度導向耐震性能評估程序 40.1前言 40.2耐震性能可信度評估程序 40.2.1耐震性能基準 41.2.2耐震性能可信度評估程序 42.2.2.1 因數化需求(Factored Demand) 43.2.2.2 因數化容量(Factored Capacity) 45.2.3樓層側位移角容量之決定 47.2.4樓層側位移角需求決定 49.3可信度分析結果討論 49.4小結 50六章 結論與建議 51.1結論 51.1.1多振態調整法適用性 52.1.2考量振態數目不同對多振態調整法影響 52.1.3結構物可信度評估結果 52.2建議 53.2.1地震歷時調整方法 53.2.2可信度評估 53考文獻 54 | en |
dc.format.extent | 4795493 bytes | - |
dc.format.mimetype | application/pdf | - |
dc.language | zh-TW | en |
dc.language.iso | en_US | - |
dc.subject | 多振態 | zh-TW |
dc.subject | 調整倍率 | zh-TW |
dc.subject | 動力歷時分析 | zh-TW |
dc.subject | 調整地震加速度歷時 | zh-TW |
dc.subject | 耐震性能評估 | zh-TW |
dc.subject | 可信度 | zh-TW |
dc.subject | Multi-mode effects | en |
dc.subject | performance-based seismic design | en |
dc.subject | non-linear dynamic analysis | en |
dc.subject | response spectrum analysis | en |
dc.subject | scaling of ground motions | en |
dc.subject | confidence-based seismic evaluation | en |
dc.title | 結構動力歷時分析之地震強度調整方法研究 | zh-TW |
dc.title | A Study of Ground Motion Scaling Methods for Structural Response History Analysis | en |
dc.type | thesis | en |
dc.identifier.uri.fulltext | http://ntur.lib.ntu.edu.tw/bitstream/246246/187626/1/ntu-97-R95521215-1.pdf | - |
item.openairetype | thesis | - |
item.fulltext | with fulltext | - |
item.openairecristype | http://purl.org/coar/resource_type/c_46ec | - |
item.grantfulltext | open | - |
item.languageiso639-1 | en_US | - |
item.cerifentitytype | Publications | - |
顯示於: | 土木工程學系
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