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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 張國鎮(Kuo-Chun Chang) | |
dc.contributor.author | Ying-Chen Hung | en |
dc.contributor.author | 洪瑩真 | zh_TW |
dc.date.accessioned | 2021-06-15T06:22:18Z | - |
dc.date.available | 2010-08-19 | |
dc.date.copyright | 2010-08-19 | |
dc.date.issued | 2010 | |
dc.date.submitted | 2010-08-09 | |
dc.identifier.citation | 參考文獻
1.Chang KC, Hwang JS, Chan TC, Tau CC and Wang SJ. Application, R&D and Design Rules for Seismic Isolation and Energy Dissipation Systems for Buildings and Bridges in Taiwan. Proceedings of the 10th World Conference on Seismic Isolation, Energy Dissipation and Active Vibrations Control of Structures, Istanbul, Turkey, 2007. 2.Chang KC, Hwang JS and Wang SJ. Applications of Seismic Isolation and Energy Dissipation Systems to Buildings in Taiwan. “Proceedings of the JSSI 15th Anniversary International Symposium on Seismic Response Controlled Buildings for Sustainable Society”, Tokyo, Japan, 2009. 3.Asher, JW, Young, RP and Ewing RD, Seismic isolation of the arrowhead regional medical center, The structural design of tall buildings, Vol. 10, p. 321-334, 2001. 4.Chang KC, Hwang JS and Wang SJ. Applications of Seismic Isolation and Energy Dissipation Systems to Buildings in Taiwan. Proceedings of the JSSI 15th Anniversary International Symposium on Seismic Response Controlled Buildings for Sustainable Society, Tokyo, Japan, 2009. 5.Kelly JM. Base Isolation: Linear Theory and Design. Earthquake Spectra, 1990; 6(2): 223-244. 6.Kelly JM. Earthquake-Resistant Design with Rubber, 2nd ed., Springer Verlag, London, 1996. 7.汪向榮,'中間樓層隔震建築之耐震行為分析與試驗研究'博士論文,國立台灣大學,(2010)。 8.黃震興、黃尹男、洪雅惠,「含非線性黏性阻尼器結構之減震試驗與分析」,國家地震工程研究中心研究報告,編號NCREE-02-020,台北(2002) 9.Juang J N. Applied System Identification, Prentice Hall, New Jersey, 1994. 10.建築物耐震規範及解說,內政部,2005年7月 11.Clough RW and Penzien J. Dynamics of Structures, McGraw-Hill, New York, 1975. 12.International Code Council, International Building Code, Whittier, California, 2006. 13.Minimum design loads for building and other structures, ASCE Standard ASCE/SEI 7-05, American Society of Civil Engineers, 2006. 14.Ramirez OM, Constantonou MC, Kircher CA, Whittaker AS, Johnson MW and Gomez JD. Development and evaluation of simplified procedures for analysis and design of buildings with passive energy dissipation systems. Report No. NCEER-00-0010, National Center for Earthquake Engineering Research, State University of New York at Buffalo, New York. 15.王瑞禎、尹衍樑、梁嘉洲、吳子良,“RC構造隔震層施工與裝配化工法簡介與案例探討”,混凝土科技,第二卷,第四期,Oct., 2008。 16.張國鎮、黃震興、汪向榮、李柏翰、陳鴻文,「台灣大學土木系新建研究大樓中間層隔震元件試驗」,國家地震工程研究中心研究報告,編號NCREE-08-042,台北(2008) 17.Iwan WD and Gates NC. The Effective Period and Damping of A Class of Hysteretic Structures. Earthquake Engineering and Structural Dynamics, ASCE, 1979; 7: 199-221. 18.蔡宜真,中間層隔震縮尺建築物振動台試驗研究,國立台灣大學土木工程學研究所碩士論文,張國鎮指導教授,民國九十六年一月。 19.江春琴,中間樓層隔震建築之耐震行為研究,國立台灣大學土木工程學研究所碩士論文,張國鎮指導教授,民國九十六年六月。 20.林孟慧,中間樓層隔震結構之模態耦合效應研究,國立台灣大學土木工程學研究所碩士論文,張國鎮指導教授,民國九十七年六月。 | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/47849 | - |
dc.description.abstract | 隨著隔震技術漸趨成熟,除了基礎隔震建築物外,中間樓層隔震建築物之實務案例亦與日俱增,因其具有施工便捷、有效利用土地以及較易滿足建築上的特殊考量與功能需求等優點。所謂中間樓層隔震建築物即是將隔震層設置於基礎以上之樓層,國內最常見之中間樓層隔震設計是將隔震層設置於一樓頂。然而,中間樓層隔震建築物其動力行為相對於基礎隔震建築物更為複雜,可能因下部結構的存在而造成對於隔震設計非預期之影響。故本研究內容針對一組傳統基礎隔震結構以及兩組中間樓層隔震結構進行振動台試驗研究,隔震系統分別採用鉛心橡膠支承墊以及鉛心橡膠支承墊加裝線性黏性阻尼器之組合,藉由試驗結果比較隔震系統裝置於不同樓層以及隔震系統加裝線性黏性阻尼器之隔震效益,並探討中間樓層隔震結構之下部結構對其隔震效益的影響。
經由中間樓層隔震建築物之前導數值分析研究,以一簡化三自由度結構數值模型模擬一中間樓層隔震建築物,隔震系統之遲滯行為以一等效線性系統模擬,針對此一簡化三自由度結構模型之數值分析結果與實際振動台試驗研究結果比較,探討目前耐震設計規範中適用於基礎隔震設計之等效線性靜力分析程序,應用於中間樓層隔震設計之諸多不合宜處,並初步提出中間樓層隔震結構之初步設計構思。 最後以台灣大學土木系研究大樓進行中間樓層隔震結構之實例分析研究,將過去實際地震中所量測到的資料,進行結構動力特性識別以及受震反應分析,並藉此說明隔震元件數值分析模型與工址地震特性對於隔震設計之影響。 | zh_TW |
dc.description.abstract | The mid-story seismic isolation design method, in which the isolation system is incorporated into the mid-story rather than the base of the building, is recently gaining popularity for the seismic protective design of buildings. In addition to be capable of satisfying some particular architectural concerns of aesthetics and functionality, the adoption of the mid-story isolation design, as an alternative to the base isolation design, can enhance the construction feasibility especially at highly populated areas. In the past, the dynamic behavior of mid-story isolated buildings has been numerically investigated using a simplified structural model in which three lumped masses are assigned at the substructure, super-floor above the isolation system and superstructure. It was disclosed that the dynamic characteristics and seismic responses of a mid-story isolated building are significantly affected by the mass and stiffness of the substructure.
In order to experimentally investigate the discrepancies of dynamic characteristics and seismic responses in base-isolated and mid-story isolated buildings, a series of shaking table tests on three seismically isolated structural models are performed in this dissertation. These three structural models are respectively isolated at the base of the superstructure, the top of an one-story substructure and the top of another two-story substructure. Therefore, the first specimen is a conventional based-isolated building while the other two are the so-called mid-story isolated buildings. In addition to the isolation system composed of four lead-rubber bearings (LRB), the implementation of two linear viscous dampers (VD) into the isolation system is adopted in the experimental study to demonstrate the seismic performance of the isolated superstructure. Furthermore, based on the comparison of test results of two mid-story isolated structural models with their isolation systems installed at different stories, the effect of substructure properties on the dynamic behavior of mid-story isolated buildings is thoroughly discussed. It can be found from the analytical results and test results that the dynamic behavior of a mid-story isolated structure is not be identical to, or even becomes more complex than, that of a base-isolated structure. The contribution of higher modes to the seismic responses of mid-story isolated buildings should be paid more attention. Therefore, the assumption of a single degree of freedom system for the superstructure of a mid-story isolated building (i.e. the isolation system is the only lateral deformation system as the base isolation design) may not be conservative especially when the substructure is not stiff sufficiently. In this dissertation, the irrationalities of adopting the conventional equivalent lateral force procedure for the mid-story isolation design are discussed in detail. Furthermore, two modal response spectrum analysis procedures appropriately considering the contribution of higher modes are adopted to predict the peak seismic responses of the test structural models. Based on the comparison of test results and numerical predictions by these two analysis procedures, the feasibility of the modal response spectrum analysis procedures for the preliminary design of mid-story isolated buildings is also examined in this dissertation. The Civil Engineering Research Building of the National Taiwan University (NTU) is a mid-story isolated structure with which several accelerometers and displacement transducers are equipped for the seismic monitoring. In this dissertation, the data recorded by these measurement instrumentations during the past major earthquake events are not only used for the structural system identification but also compared with the analytical results considering an appropriate numerical model for the seismic isolation bearings. It is disclosed that both the determination of the elastic stiffness of seismic isolation bearings and the earthquake characteristics around the site should be considered carefully for the seismic isolation design. | en |
dc.description.provenance | Made available in DSpace on 2021-06-15T06:22:18Z (GMT). No. of bitstreams: 1 ntu-99-R97521207-1.pdf: 10351524 bytes, checksum: ef42f78c78158a9b82d04fd008b22d0a (MD5) Previous issue date: 2010 | en |
dc.description.tableofcontents | 目錄
口試委員會審定書 I 誌謝 II 摘要 III ABSTRACT IV 目錄 VI 表目錄 VIII 圖目錄 X 第一章 緒論 1 1.1 研究背景與目的 1 第二章 文獻回顧 5 2.1 中間層隔震結構之三自由度簡化模型 5 2.2 動力特性 8 2.3 震反應 10 2.4 高模態效應 10 第三章 中間樓層隔震縮尺結構振動台試驗 15 3.1 三軸向地震模擬振動台 15 3.2 縮尺隔震結構試體簡介 16 3.3 結構控制元件 17 3.3.1鉛心橡膠支承墊 17 3.3.2線性黏性阻尼器 23 3.3.3試驗感測計裝置與佈設 26 3.3.4試驗程序 27 第四章 試驗結果探討與數值模擬 54 4.1系統識別 54 4.2 振動台試驗結果與討論 55 4.2.1單軸向地震力試驗結果與討論 55 4.2.2雙軸向地震力試驗結果與討論 59 4.2.3隔震系統含線性黏性阻尼器試驗結果與討論 61 4.3 數值模擬 63 4.3.1隔震結構模型模擬 63 4.3.2模態分析 63 4.3.3受震反應分析結果 64 4.4 未隔震、基礎隔震與中間樓層隔震結構受震反應討論 64 第五章 中間樓層隔震結構分析與設計構思 206 5.1 現行隔震設計應用於中間樓層隔震結構之檢討 206 5.2 中間樓層隔震結構分析與設計 208 5.2.1 多模態反應譜分析(方法I) 209 5.2.2 簡化反應譜分析(方法II) 210 5.2.3 分析方法比較與討論 212 5.3 中間樓層隔震結構初步設計構思 213 第六章 台灣大學土木系研究大樓地震監測研究 227 6.1 實例背景 227 6.2 結構物監測系統 228 6.2.1裝設概念說明及監測系統佈設 228 6.3 實際受震行為 229 6.4 數值模擬 232 6.4.1數值分析模型 232 6.4.2受震反應分析結果 232 6.5 小結 234 第七章 結論與未來展望 268 參考文獻 271 | |
dc.language.iso | zh-TW | |
dc.title | 中間樓層隔震建築物之試驗、設計與監測研究 | zh_TW |
dc.title | Experiment, Design and Monitoring of Mid-Story Isolated Buildings | en |
dc.type | Thesis | |
dc.date.schoolyear | 98-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 羅俊雄(Chin-Hsiung Loh),黃震興(Jenn-Shin Hwang) | |
dc.subject.keyword | 中間樓層隔震,高模態,等效線性靜力分析,反應譜分析,台灣大學土木系研究大樓,地震監測, | zh_TW |
dc.subject.keyword | mid-story seismic isolation,higher mode,equivalent linear system,equivalent lateral force procedure,response spectrum analysis,Civil Engineering Research Building of NTU,seismic monitoring, | en |
dc.relation.page | 273 | |
dc.rights.note | 有償授權 | |
dc.date.accepted | 2010-08-10 | |
dc.contributor.author-college | 工學院 | zh_TW |
dc.contributor.author-dept | 土木工程學研究所 | zh_TW |
顯示於系所單位: | 土木工程學系 |
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