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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
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dc.contributor.advisor | 蔡克銓(Keh-Chyuan Tsai) | |
dc.contributor.advisor | 蔡克銓(Keh-Chyuan Tsai | kctsai@ntu.edu.tw | ), | |
dc.contributor.author | Daniel Weidar Chen | en |
dc.contributor.author | 陳緯達 | zh_TW |
dc.date.accessioned | 2023-03-19T22:23:54Z | - |
dc.date.copyright | 2022-09-06 | |
dc.date.issued | 2022 | |
dc.date.submitted | 2022-09-05 | |
dc.identifier.citation | 1. Abaqus (2013). 'Abaqus Version 6.13 Documentation.' Dassault Systems Simulia Crop., Providence, RI, USA. 2. AISC 341-16 (2016). Seismic provisions for structural steel buildings, American Institute of Steel Construction, Chicago. 3. Chen, Z., Ge, H., & Usami, T. (2005). Hysteretic performance of shear panel dampers. Fourth International Conference on Advances in Steel Structures. 4. Chen, Z., Ge, H., & Usami, T. (2006). 'Hysteretic Model of Stiffened Shear Panel Dampers.' Journal of Structural Engineering 132(3): 478-483. 5. Chen, Z. Y., Fan, H., & Bian, G. Q. (2015). 'Parametric Analysis of Shear Panel Dampers under High Axial Compression.' Advanced Steel Construction 11(1): 1-14. 6. Chusilp, P. and T. Usami (2002). 'New Elastic Stability Formulas for Multiple-Stiffened Shear Panels.' Journal of Structural Engineering-asce - J STRUCT ENG-ASCE, 128. 7. Deng, K., et al. (2015). 'Development of a buckling restrained shear panel damper.' Journal of Constructional Steel Research 106: 311-321. 8. Ge, H., Kaneko, K., & Usami, T. (2008). “Capacity of stiffened steel shear panels as a structural control damper.” The 14th World Conference on Earthquake Engineering (14WCEE). 9. Kasai, K., & E. P. Popov (1986). 'General behavior of WF steel shear link beams.' Journal of Structural Engineering, 112(2), 362-382. 10. Koike, Y., Yanaka, T., Usami, T., Ge, H., Oshita, S., Sagou, D., & Uno, Y. (2008). 'An experimental study on developing high-performance stiffened shear panel dampers.' Journal of Structural Engineering, A 54A: 372-381. 11. Lin, Y. L., Zhuoqun; Guo, Zhengxing; Yang, Sen; Guan, Dongzhi (2021). 'Experimental study on duplex assembled I-shaped steel panel dampers strengthened by CFRP sheets.' Advances in Structural Engineering 24(10). 12. Ohta, Y., Kaneko, H., Kibayashi, M., Yamamoto, M.., Muroya, T., & Nakane, K. (2004). Study On Shear Panel Dampers Using Low Yield Strength Steel Applied To Reinforced Concrete Buildings. 13th World Conference on Earthquake Engineering, Vancouver, BC, Canada. 13. Suzuki, I., Sasaki, S.., Katsura, D., & Tahara, K. (2012). Experimental Study on The Structural Performance of Shear Panel Damper Under Constant Vertical Deformation. Kou kouzou rombunshuu, 19(73), 73_45-73_52. 14. Tamai, H. (2015). On equivalent shear buckling deformation angle for shear panel damper. J. Struct. Constr. Eng., AIJ 80(707,137-145). 15. Tamai, H.& Seo, F. (2014). On Optimum Stiffener Flexural Rigidity Ratio of Shear Panel Damper. Journal of Structural and Construction Engineering (Transactions of AIJ) 79(706), 1983-1990. 16. Timoshenko, S. P., Gere, J.M., & Prager, W. (1962). Theory of Elastic Stability, Second Edition. Journal of Applied Mechanics 29(1), 220-221. 17. 內政部營建署. (2010). 「鋼構造建築物鋼結構設計技術規範-鋼結構極限設計法規範及解說」 18. 日本建築学会. (2014). 「鋼構造制振設計指針」. 日本建築学会. 19. 竹中工務店. (2007). 建築物之制震間柱及其施工法, 中華民國發明公開公報 20. 蔡克銓 & 魏國忠. (1994). 「偏心斜撐構架與耐震間柱構架之耐震試驗與行為研究」. 國立臺灣大學工學院地震工程研究中心. 21. 許仲翔. (2016). 「含鋼板阻尼器構架耐震設計與試驗及分析研究.」 (蔡克銓教授指導). 國立臺灣大學土木工程學研究所碩士論文. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/84753 | - |
dc.description.abstract | 三段式鋼板阻尼器(3-Segment Steel Panel Damper, SPD)為一種金屬降伏型耐震間柱,由發生非彈性剪力變形之消能核心段(Inelastic Core, IC)與上下兩段彈性連接段(Elastic Joint, EJ)構成。上述SPD之IC段利用強度較低的鋼材或較薄的腹板來達成消能機制,常以焊接組合斷面製造。為降低SPD製造成本,本研究利用容量設計法,探討以熱軋斷面製造SPD之可行性,提出T型斷面加勁式鋼板阻尼器(WT Section-Stiffened SPD,簡稱WSPD)之製造與設計方法,及挫屈束制加勁板之建議設計流程。本研究亦提出WSPD彈性勁度之估算方法,並以此為基礎發展WSPD之等效斷面簡化模型與ETABS模型,以利工程實務應用。為驗證理論模型之正確性,本研究設計製造兩組WSPD試體: WSPD-8%-tw12-0L2T與WSPD-12%-tw12-1L2T,均採用SN400B鋼板製造連續長跨寬翼斷面,由H型斷面裁切之4個T型斷面來加勁EJ段,淨高均為2.6米,EJ深1024mm、標稱剪力強度866kN,兩組試體只有IC段加勁板設計參數不同,IC段挫屈發生前目標剪力變形量分別為8%與12%弧度。試驗結果顯示,以本研究所提方法製造之WSPD可提供預期之變形能力。試體0L2T與1L2T的強軸彈性勁度分別為155kN/mm及166kN/mm,與理論誤差在5%之內,而兩組試體發展之極限強度與理論誤差亦在5%之內,證明WSPD之強軸彈性勁度與極限強度可精準預測。試體0L2T在超過目標挫屈剪力變形量(8%弧度)之下一迴圈(峰值8.5%弧度)發生明顯挫屈,1L2T則在達目標挫屈剪力變形量(12%弧度)前一迴圈(11.4%弧度)即發生挫屈。試驗證明所提加勁板目標導向設計方法能大致控制挫屈時機。本研究並用Abaqus有限元素模型模擬試體之反應,成功預測WSPD的強度、勁度與遲滯行為。此外,本研究亦提出含WSPD及邊界梁十字形子構架的設計方法,並比較與貼版加勁式鋼板阻尼器十字構架及耐震間柱十字構架的勁度與加勁效率,顯示WSPD在增加勁度方面的優勢。 | zh_TW |
dc.description.abstract | The 3-Segment Steel Panel Damper (TSPD) is a type of shear panel damper (SPD) which consists of an inelastic core (IC) and two outer elastic joints (EJs). The shear strength of the IC is weaker using a thinner web or weaker material than those of EJs, thereby dissipating seismic energy. Buckling restrained stiffeners are attached to IC web to delay shear buckling. Top and bottom end stiffeners stabilize IC and facilitate a robust force transfer between the IC and EJs. TSPDs are typically made of built-up sections. It might lead to a high fabrication cost. In order to develop a more cost-effective SPD fabrication procedure, this study investigates a new type of SPD, namely the WT-section stiffened SPD (WSPD). The WSPD can be built from a given hot rolled wide flange section and four WT-sections cut from it. This study also incorporates the capacity design method and develops a practical procedure for seismic design of WSPDs. The design procedure for the IC web stiffeners is re-constructed as well in this study. The WSPD elastic stiffness calculation method is different from that of TSPD as the WSPD’s geometry is rather unique. Considering the transition zones, the one element equivalent section model and the five element ETABS model of WSPD can be satisfactorily constructed using the proposed methods for practical applications. Two WSPD specimens made from using a 512×202×12×22 section, with a same height of 2.6m, the IC web thickness of 12mm, and a nominal yield strength 866kN were fabricated and tested. The two different target IC shear buckling deformations, 0.08 and 0.12 radians, resulted in two different stiffener designs for Specimen-0L2T and Specimen-1L2T, respectively. Test results show that the overall energy dissipation performance of the two specimens is excellent. Specimen-0L2T IC web buckled at 0.085 rad. right after the predicted buckling deformation of 0.08 rad., while Specimen-1L2T IC web buckled at 0.114 rad. earlier than the predicted buckling deformation of 0.12 rad. The elastic lateral stiffness and maximum shear strength computed from the proposed procedures are in good agreement with the experimental results, with errors less than 5%. Nonetheless, the experimental responses of the two specimens can be accurately simulated using Abaqus finite element model analysis. The stiffness of a moment resisting frame (MRF) can be enhanced by incorporating WSPDs, TSPDs and seismic stud columns (SSCs). This study incorporates the capacity design method for the seismic design of boundary beams. A total of twelve examples, each were designed with a largest damper shear strength considering the given boundary beams. By comparing the stiffnesses of the two half-height dampers connected to the boundary beam subassembly defined by the four inflection points, it’s found that the stiffness of WSPD subframe (WSPD-SF) is always the largest among the three different types of subframes. In addition, the stiffening efficiency of the WSPD is the best in most (75%) of the design cases. | en |
dc.description.provenance | Made available in DSpace on 2023-03-19T22:23:54Z (GMT). No. of bitstreams: 1 U0001-0509202209540300.pdf: 42894614 bytes, checksum: 17f06ad238948fa060972646d4591f82 (MD5) Previous issue date: 2022 | en |
dc.description.tableofcontents | 目錄 致謝 i 摘要 ii Abstract iii 第一章 緒論 1 1.1 前言 1 1.2 研究動機 1 1.3 研究方法 2 1.4 論文架構 3 第二章 鋼板阻尼器簡介 4 2.1 鋼板阻尼器應用與消能原理 4 2.2 三段式鋼板阻尼器之降伏強度與極限強度 4 2.3 三段式鋼板阻尼器之組成與容量設計 5 2.3.1非彈性核心段(Inelastic Core, IC) 5 2.3.2彈性連接段(Elastic Joint, EJ) 6 2.4 加勁板設計 6 2.4.1加勁板對核心段之影響 7 2.4.2核心段變形容量預測 8 2.4.3最適加勁剛度 10 2.4.4其他尺寸限制 13 2.4.5加勁板建議設計流程 15 2.5 熱軋斷面貼版加勁式鋼板阻尼器 17 第三章 T型斷面加勁式鋼板阻尼器之製造與設計 18 3.1 T型斷面加勁式鋼板阻尼器製造方法 18 3.2 T型斷面加勁式鋼板阻尼器設計流程 19 3.2.1容量設計檢核 19 3.2.2寬厚比限制 19 3.2.3建議斷面 20 3.2.4建議設計流程 21 第四章 T型斷面加勁式鋼板阻尼器之力學行為 23 4.1 降伏強度與極限強度 23 4.2 勁度 23 4.3 等效斷面簡化模型 27 4.3.1等效斷面因子 28 4.3.2等效勁度 31 4.3.3降伏點推導 32 4.4 ETABS模型 32 第五章 試驗規劃 35 5.1 試驗目的 35 5.2 試體設計 35 5.2.1 WSPD-8%-tw12-0L2T 36 5.2.2 WSPD-12%-tw12-1L2T 39 5.2.3夾具與端板設計 41 5.3 多軸向試驗系統(MATS)介紹 42 5.4 量測規劃 42 5.5 反覆載重試驗 44 第六章 試驗結果與討論 46 6.1 拉伸試驗 46 6.2 試體觀察紀錄 46 6.3 試驗結果 48 6.4 討論 51 第七章 T型斷面加勁式鋼板阻尼器十字構架設計與比較 54 7.1 容量設計 54 7.2 邊界梁設計 54 7.2.1未側撐長度限制 54 7.2.2設計方法 55 7.3 T型斷面加勁式鋼板阻尼器與邊界梁交會區設計 56 7.3.1交會區連續板配置 56 7.3.2設計方法 56 7.4 T型斷面加勁式鋼板阻尼器、貼版加勁式鋼板阻尼器與耐震間柱之十字構架比較 57 7.4.1十字構架側向彈性勁度 57 7.4.2各型十字構架比較 58 第八章 有限元素模擬與分析 61 8.1 模型設定 61 8.2 試體初步模擬結果 63 8.3 試驗模擬結果 64 8.4 T型斷面加勁式鋼板阻尼器與邊界梁交會區模擬結果 65 8.5 T型斷面加勁式鋼板阻尼器、貼版加勁式鋼板阻尼器與耐震間柱之穩定性 66 第九章 結論與建議 68 參考文獻 71 附件 74 附錄1 耐震間柱穩定性研究 173 | |
dc.language.iso | zh-TW | |
dc.title | T型斷面加勁式鋼板阻尼器耐震設計與分析及試驗研究 | zh_TW |
dc.title | Seismic Design, Analysis and Testing of WT-Section Stiffened Steel Panel Dampers | en |
dc.type | Thesis | |
dc.date.schoolyear | 110-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 林克強(Ker-Chun Lin),蕭博謙(Po-Chien Hsiao),莊明介(Ming-Chieh Chuang) | |
dc.subject.keyword | 鋼板阻尼器,剪力降伏,耐震間柱,容量設計,加勁板,梁柱交會區,反覆載重試驗,有限元素模型分析, | zh_TW |
dc.subject.keyword | steel panel damper,shear buckling,seismic stud column,capacity design,web stiffener,panel zone,cyclic loading test,finite element model analysis, | en |
dc.relation.page | 176 | |
dc.identifier.doi | 10.6342/NTU202203135 | |
dc.rights.note | 同意授權(限校園內公開) | |
dc.date.accepted | 2022-09-05 | |
dc.contributor.author-college | 工學院 | zh_TW |
dc.contributor.author-dept | 土木工程學研究所 | zh_TW |
dc.date.embargo-lift | 2022-09-06 | - |
顯示於系所單位: | 土木工程學系 |
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