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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 黃世建(Shyh-Jiann Hwang) | |
dc.contributor.author | Chi-Hsuan Yang | en |
dc.contributor.author | 楊季軒 | zh_TW |
dc.date.accessioned | 2021-06-16T05:13:15Z | - |
dc.date.available | 2015-08-26 | |
dc.date.copyright | 2014-08-26 | |
dc.date.issued | 2014 | |
dc.date.submitted | 2014-08-18 | |
dc.identifier.citation | [1] 國家地震工程研究中心,「校舍結構耐震評估與補強技術手冊-第二版」,NCREE-09-023,台北,民國98年11月,299頁。
[2] 国土交通省住宅局建築指導課,「2001年改訂版既存鉄筋コンクリート造建築物の耐震改修設計指針」,財団法人日本建築防災協会,民國91年9月。 [3] 林叡延,「補強用鋼框架斜撐與既有RC構架之接合研究」,碩士論文,國立台灣大學土木工程系,台北,民國102年7月,140頁。 [4] ACI Committee 374, “ACI374.1-05:Acceptance Criteria for Moment Frames Based on Structural Testing and Commentary,” American Concrete Institute (ACI), Farmington Hills, Mich., 2006, 9 pp. [5] AISC 360-10, “Specification for Structural Steel Buildings,” American Institute of Steel Construction (AISC), Chicago, Illinois., 2010. [6] AISC 341-10, “Seismic Provisions for Structural Steel Buildings,” American Institute of Steel Construction (AISC), Chicago, Illinois., 2010. [7] AISC 325-05, “Steel Construction Manual,” American Institute of Steel Construction (AISC), Chicago, Illinois., 2005. [8] 內政部營建署編輯委員會,「鋼構造建築物鋼結構設計技術規範-(二)鋼結構極限設計規範及解說」,內政部營建署,民國100年6月。 [9] Hiroshi Fukuyama, Shunsuke Sugano, “Japanese seismic rehabilitation of concrete buildings after the Hyogoken-Nanbu Earthquake,” Cement & Concrete Composites 22, Elsevier Science Ltd, 2000, pp. 59-79. [10] Sugano S., “State-of-the-art in techniques for rehabilitation of buildings,” Proceedings of 11 WCEE, Acapulco, Mexico, June 1996, Paper no. 2175. [11] Yamamoto Y., “Strength and ductility of frames strengthened with steel bracing,” earthquake resistance of reinforced concrete structures, a volume honoring Hiroyuki Aoyama, November 1993, pp. 467-476. [12] ACI Committee 318, “Building Code Requirements for Structural Concrete (318-11) and Commentary (ACI 318-11R),” American Concrete Institute, Farmington Hills, Michigan, 2011, 503 pp. [13] 李宏仁、黃世建,「鋼筋混凝土結構D區域域之剪力強度評估-軟化壓拉桿模型簡算法之實例應用」,結構工程,第十七卷,第四期,第53-70頁,2002。 [14] 蔡克銓、吳安傑、林保均、魏志毓與莊明介,2012,「槽接式挫屈束制支撐與脫層材料性能研究」,結構工程,第二十七卷,第三期,第29-59頁。 [15] Whitmore, R. E., “Experimental Investigation of Stresses in Gusset Plate,” University of Tennessee, Engineering Experiment Station, Bulletin No. 16, May 1952. [16] Paulay, T., and Priestley, M. J. N., “Seismic Design of Reinforced Concrete and Masonry Buildings,” John Wiley & Sons, 1992, 744 pp. [17] Schafer, K., “Strut-and-Tie Models for the Design of Structural Concrete,” Notes of Workshop, Department of Civil Engineering, National Cheng Kung University, Tainan, Taiwan, March 1996, 140 pp. [18] Hwang, S. J., and Lee, H. J., “Strength Prediction for Discontinuity Regions by Softened Strut-and-Tie Model,” Journal of Structural Engineering, ASCE, December 2002. [19] 喜利得股份有限公司,「HILTI固定技術手冊」,2006,327頁。 [20] 中國土木水利工程學會,「混凝土工程施工規範與解說(土木402-94a)」,科技圖書,台北,2007,232頁。 [21] 中國土木水利工程學會,「混凝土工程設計規範與解說(土木401-100)」,科技圖書,台北,2011,308頁。 [22] 中國土木水利工程學會,「鋼筋混凝土學(土木406-98)」,科技圖書,台北,2009,320頁。 [23] CNS 2112 G2014,「金屬材料拉伸試驗試片」,經濟部標準檢驗局,民國101年,11頁。 [24] CNS 560 A2006,「鋼筋混凝土用鋼筋」,經濟部標準檢驗局,民國103年,13頁。 [25] 中華民國結構工程學會,「鋼結構設計手冊:極限設計法」,科技圖書,台北,2003,468頁。 [26] 江文卿,「既有校舍結構耐震能力之現地實驗研究」,博士論文,國立台灣科技大學營建工程系,台北,民國97年7月,576頁。 [27] 江文卿、邱聰智、蕭輔沛、杜怡萱、簡文郁、葉勇凱、鍾立來、黃世建,「花蓮縣新城國中校舍現地實驗-靜態單向側推」,國家地震工程研究中心,NCREE-08-008,台北,2008,296頁。 [28] 江文卿、邱聰智、蕭輔沛、杜怡萱、簡文郁、葉勇凱、鍾立來、黃世建,「雲林縣口湖國小校舍現地靜態推垮實驗」,國家地震工程研究中心,報告編號NCREE-08-044,台北,2008,54頁。 | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/56022 | - |
dc.description.abstract | 在國內針對既存建築物的補強是非常重要,本研究採取間接接合型式之鋼框架斜撐補強工法,增加既有鋼筋混凝土構架之垂直承載力及側力強度,期望補強強度能介於磚牆補強與RC剪力牆補強之間,並能保有足夠之變形能力。參考日本耐震改修設計指針,設計六座實尺寸補強試體進行側向反覆載重測試。
根據實驗之結果,補強接合部角隅處為傳遞力量之重要角色,若此區域開始開裂、擠碎,補強構架之強度將無法繼續發展或維持。第一階段補強試體藉縮小螺旋箍筋間距及採用強度較高之無收縮砂漿,對於界面圍束效果及強度有明顯的提升。不過因角落應力集中導致砂漿嚴重開裂、強度大幅衰減,雖有很高的補強強度,但變形、韌性不足,鋼斜撐及RC構架強度無法有效發揮。第二階段補強試體採用隅板作為鋼斜撐與鋼框架之接合,可避免角落應力集中、使斜撐力量分散,角落未明顯破壞,補強各構件強度均能有效發揮及均衡發展,不僅有足夠之補強強度,變形及韌性也相當良好。此外,縮小鋼斜撐尺寸、降低補強倍率可增加補強試體之變形能力,將補強倍率定義為補強後強度與純構架強度之比值,本研究7倍補強倍率之變形能力僅為1%、5.5倍則可提升為2%、4倍則可到達3%。參考校舍一般柱之最大強度發生在2~3%,為使既有結構強度有效發揮,評估本補強研究之RC構架適合之補強倍率為4倍,可作為校舍補強之參考。 對於補強設計流程之建議,先考量補強現地結構尺寸、混凝土強度,配置容許之錨栓尺寸、間距及埋深,計算錨栓可提供之剪力強度,再選擇側向強度低於錨栓之鋼斜撐及設計隅板,並可由此控制補強構架之補強倍率,避免補強接合部強度低於鋼斜撐造成構架強度無法有效發揮之情形,最後可利用標稱剪力強度檢核既有構架承載能力。 | zh_TW |
dc.description.abstract | It is very important to retrofit exsiting RC buildings in Taiwan. This study used steel frame bracing system with indirect connection to enhance the vertical bearing capacity and lateral strength of RC frames. It is expected that the retrofitted frame can possess strength between brick walls and shear walls and have adequate deformation capacity as well. This study tested six full-scale retrofitted specimens which were design according to Japan Standard and Guildelines for Seismic Evaluation of Existing Reinforced Concrete Buildings.
According to the test results, the corner joints of the mortar connection played an important role for transferring force and maintaining strength. The lateral strength of phase-I specimens can be improved significantly by closely spaced spiral reinforcement and high strength non-shrinkage mortar. However, the morter cracked and strength decreased quickly due to the stress concentration at the corner joints. Although the phase-I specimens exhibited higher strength, however deformation capacity is rather poor. Moreover, the material strength of steel brace and RC frame was not effectively developed. The phase-II specimens employed gusset plate to distribute the brace forces and to avoid stress concentrate at corner. The corner joints of the mortar connection were preserved before peak load. Thus, the retrofitted frame had adequate lateral strength, deformation capacity and ductility. In addition, the use of smaller steel brace can increase the deformation capacity of specimens. The retrofitting ratio is defined as the ratio of retrofitted strength relative to original strength. In this study, deformation capacity is only 1% with the retrofitting ratio of 7, 2% with the retrofitting ratio of 5.5, and 3% with that of 4. As an indicator for school buildings using this retrofitting method, the retrofitting ratio of 4 seems to be an adequate choice. Because the maximum strength of typical columns of school buildings were achieved at lateral drift of 2 to 3%, a deformation capacity of 3% for retrofitted frame is appealing. The design procedure of this retrofitting scheme is suggested as follow. First step is to select the anchors base on the limitations of existing frame. According to the capacity of anchors, the size of braces can be determined. The gusset plate is then designed accordingly. Finally, the column shear capacity of the existing RC frame is checked for safety. | en |
dc.description.provenance | Made available in DSpace on 2021-06-16T05:13:15Z (GMT). No. of bitstreams: 1 ntu-103-R01521231-1.pdf: 79850392 bytes, checksum: 7d83d0bd60fb8ab4cfca834c87ddcfb8 (MD5) Previous issue date: 2014 | en |
dc.description.tableofcontents | 口試委員會審定書 I
誌謝 II 摘要 IV abstract V 目錄 VII 表目錄 XI 圖目錄 XIII 第一章 緒論 1 1.1 研究動機與目的 1 1.2 研究內容與方法 2 第二章 文獻回顧 4 2.1 美國鋼結構協會設計規範 4 2.2 台灣鋼結構極限設計法規範及解說 9 2.3 日本既有鋼筋混凝土建築物耐震改修設計指針 11 2.3.1 目標性能 11 2.3.2 補強接合部設計細節 12 2.3.3 補強計算 14 2.4 美國混凝土協會 17 2.5 軟化壓拉桿模型 17 2.6 實驗回顧 21 第三章 試體設計與測試規劃 22 3.1 試驗動機與目的 22 3.2 試體設計 23 3.2.1 鋼筋混凝土構架試體 23 3.2.2 第一階段補強試體(Phase 1:M20-1、M20-2、M16-1、M16-2) 24 3.2.3 第二階段補強試體(Phase 2:M20-3、M16-3) 27 3.3 試體製作 29 3.4 測試佈置 36 3.5 量測系統佈置 38 3.5.1 內部量測系統 39 3.5.2 外部量測系統 39 3.6 測試步驟 41 第四章 試驗觀察與結果 43 4.1 材料試驗 43 4.2 量測觀察結果 45 4.3 第一階段試驗討論 47 4.3.1 試體M20-1 47 4.3.2 試體M20-2 50 4.3.3 試體M16-1 52 4.3.4 試體M16-2 54 4.3.5 耐震行為探討及補強成效 57 4.4 第二階段試驗討論 60 4.4.1 試體M20-3 60 4.4.2 試體M16-3 63 4.4.3 耐震行為探討及補強成效 67 第五章 鋼框架斜撐補強性能討論與設計建議 68 5.1 前言 68 5.2 補強性能討論 68 5.3 鋼框架斜撐補強設計流程與施工建議 69 第六章 結論與建議 78 6.1 結論 78 6.2 未來研究建議 79 參考文獻 80 附錄A 第二階段試體之詳細設計及計算 250 附錄B 量測儀器頻道對照表 268 附錄C 建議設計流程計算範例 269 作者簡介 285 | |
dc.language.iso | zh-TW | |
dc.title | 間接接合型鋼框架斜撐在鋼筋混凝土構架耐震補強之應用 | zh_TW |
dc.title | Application of Steel Frame Bracing System with Indirect Connection on Seismic Retrofit of RC Frame | en |
dc.type | Thesis | |
dc.date.schoolyear | 102-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 蔡克銓(Keh-Chyuan Tsai),蕭輔沛(Fu-Pei Hsiao) | |
dc.subject.keyword | 耐震補強,鋼筋混凝土構架,鋼框架斜撐,隅板,補強接合部,變形能力, | zh_TW |
dc.subject.keyword | seismic retrofit,reinforced concrete frame,steel frame bracing system,gusset plate,mortar connection,deformation capacity, | en |
dc.relation.page | 285 | |
dc.rights.note | 有償授權 | |
dc.date.accepted | 2014-08-18 | |
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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