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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 | 歐昱辰(Yu-Chen Ou) | |
dc.contributor.author | Wen-Chi Hsu | en |
dc.contributor.author | 徐文基 | zh_TW |
dc.date.accessioned | 2021-06-08T03:35:58Z | - |
dc.date.copyright | 2019-07-31 | |
dc.date.issued | 2019 | |
dc.date.submitted | 2019-07-26 | |
dc.identifier.citation | [1] J. C. Institute, Technical Committee Report on Structural Performance of High--Strength Concrete Structures. 2006.7.
[2] 梁展瑜, '高強度鋼筋混凝土柱最小剪力鋼筋量與剪力行為研究,' 2015. [3] 王柄雄, '新矩形混凝土柱圍束型式之研究,' 土木工程學研究所, 臺灣大學, 2004 [4] 林光奕, 翁正強, '五螺箍矩形 RC 柱之反復載重試驗與耐震性能,' 2007. [5] A. Committee, A. C. Institute, and I. O. f. Standardization, 'Building code requirements for structural concrete (ACI 318-08) and commentary,' 2008: American Concrete Institute. [6] 張國鎮, 尹衍樑, and 王瑞禎, '螺旋箍筋於矩形柱應用之試驗研究,' 結構工程, vol. 78, no. 3, pp. 101-124, 2005. [7] J. B. Mander, M. J. Priestley, and R. Park, 'Theoretical stress-strain model for confined concrete,' Journal of structural engineering, vol. 114, no. 8, pp. 1804-1826, 1988. [8] S. Caltrans, 'Caltrans seismic design criteria version 1.7,' California Department of Transportation, Sacramento, 2013. [9] F. Richart, 'Reinforced concrete columns investigation tentative. Final report of committee 105,' ACI Structural Journal, vol. 27, pp. 275-84, 1933. [10] 張國鎮, 營建自動化橋梁墩柱工法之研究, 1 ed. 交通部台灣區國道新建工程局, 2013, p. 105. [11] 中國土木水利工程學會, 〈土木 401-100〉, 2007. [12] P. Gergely and L. A. Lutz, 'Maximum crack width in reinforced concrete flexural members,' Special Publication, vol. 20, pp. 87-117, 1968. [13] A. Committee, A. C. Institute, and I. O. f. Standardization, 'Building code requirements for structural concrete (ACI 318-08) and commentary,' 2014: American Concrete Institute. [14] AASHTO, 'Bridge design specifications,' ed: American Association of State Highway and Transportation Officials, Washington, DC, 2012. [15] A.S.o.C. Engineers, 'Seismic rehabilitation of existing buildings,' 2007: American Society of civil engineers. [16] 內政部營建署,'混凝土結構設計規範' ,2017 [17] Halil SEZEN, and Jack P. MOEHLE, ' Strength and Deformation Capacity of Reinforced Concrete Columns with Limited Ductility' ,13th World Conference on Earthquake Engineering, 2004. [18] Aschheim, M., and Moehle, J. P., “Shear Strength and Deformability of Reinforced Concrete Bridge Columns Subjected to Inelastic Cyclic Displacement,” Report No.UCB/EERC-92/04, Earthquake Engineering Research Center, University of California at Berkeley, March 1992. [19] M. J. Nigel Priestley., Ravindra Verma., and Yan Xiao., “Seismic Shear Strength of Reinforced Concrete Columns,” Journal of Structural Engineering, American Society of Civil Engineers, August 1994. [20] FEMA356, Prestandard and Commentary for the Seismic Rehabilitation of Buildings. 2000. [21] 劉羿慶,〈鋼絞線主筋柱之反覆載重行為〉,2018 [22] ACI Committee 318, 'Building Code Requirements for Structural Concrete (ACI 318-19) and commentary', 2019, American Concrete Institute. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/21501 | - |
dc.description.abstract | 相較於竹節鋼筋,常見於預力系統中的七線鋼絞線單位強度所需成本較低,若使用無預力鋼絞線取代竹節鋼筋有望降低整體鋼筋混凝土結構之材料成本。因國內外目前較少相關試驗結果,本研究規劃透過試驗及後續結果之分析,了解以無預力鋼絞線作為主筋之鋼筋混凝土柱力學行為。
為模擬柱受到真實地震力之情形,本研究於國家地震中心(NCREE)之多軸向試驗系統(MATS)進行定軸力反復載重試驗。試體設計可分為兩大部分:撓曲破壞試體及剪力破壞試體,共十四組大型試體進行側向反覆載重試驗。縱向主筋採用鋼絞線部分其設計強度為1860 MPa、傳統主筋及剪力(橫向)鋼筋降伏強度設計為420 MPa。實驗之變數包括主筋類型、橫向鋼筋形式、混凝土強度、軸力大小、極限狀態破壞模式。 實驗結果顯示,鋼絞線撓曲試體於反復載重過程中發展出之極限撓曲強度可超越規範計算強度,剪力試體也可發展出超越規範剪力計算值之強度,無論試體破壞模式為撓曲破壞或剪力破壞,鋼絞線柱可達之極限位移比及韌性皆接近竹節鋼筋對照組之結果,且相較於傳統方箍,箍筋形式採用五螺箍可提升鋼絞線柱之強度及極限位移比。比較相同柱端位移比1.5%下接近臨界斷面之主筋應變,鋼絞線之應變低於竹節鋼筋之應變,不同混凝土強度或不同箍筋形式對鋼絞線之應變影響不大。整體而言,相較於竹節鋼筋柱,鋼絞線柱於試驗中產生之裂縫較少,且消能能力低於竹節鋼筋柱。 考慮無預力鋼絞線單位強度成本較鋼筋低,且鋼絞線柱之耐震性能接近於竹節鋼筋柱,實有其應用之潛力,因此本研究亦依實驗結果且參照現行規範之規定,提出鋼絞線柱之設計方法。 | zh_TW |
dc.description.abstract | Abstract
Compared with the traditional reinforcement, the cost per unit strength of the seven-wire strand commonly found in the prestressed system is relatively low.If the unstressed seven-wire strand is used instead of the traditional reinforcement, the material cost of the overall reinforced concrete structure is expected to be reduced. Due to the lack of relevant test results at home and abroad, this study plans to understand the mechanical behavior of reinforced concrete columns with prestressed steel strands as the longitudinal reinforcement through test and analysis of the subsequent results. In order to simulate the situation when column subjected to real seismic load, this study conducted a fixed axial force cyclic loading test in the Multi-Axial Test System (MATS) of the National Center for Research on Earthquake Engineering (NCREE). The design of the specimen can be divided into two parts: the flexural failure specimen and the shear failure specimen. A total of 14 large-scale specimens were subjected to the cyclic loading test. The design strength of the strand as longitudinal reinforcement is 1860 MPa,and the nominal yield strength of traditional longitudinal and horizontal reinforcement is 420 MPa. The experimental variables include the types of longitudinal reinforcement, the types of transverse reinforcement, the concrete strength, the axial force, and the limit state failure mode. The experimental results showed that the ultimate flexural strength developed by the strand-flexure specimen during the cyclic loading exceeded the strength calculated according to the current code, and the strand-shear specimen also developed the shear strength lager than that calculated according to the current code.Whether the failure mode of the specimen is flexural failure or shear failure, the ultimate drift ratio and ductility of the strand column are close to those of the columns with traditional reinforcement. Compared with the rectilinear hoop, the five-spiral can be used to increase the strength and the ultimate drift ratio of the strand column. Comparing the longitudinal reinforcement of all specimens at critical section with the same drift ratio of 1.5%, the strain of the steel strand is lower than the strain of the traditional reinforcement. Different concrete strength or different horizontal reinforcement types have little effect on the strain of the steel strand.Overall, the strand column had fewer cracks in the test than the traditional reinforced columns, and the energy dissipation capacity was lower than that of the traditional reinforced columns. Considering that the unit strength cost of the Unstressed steel strand is lower than that of the traditional bar, and the seismic performance of the steel strand column is close to that of the traditional reinforcement column, it has potential for application. Therefore, this study also proposes the design method of steel-strand column according to the experimental results and with reference to the current codes. | en |
dc.description.provenance | Made available in DSpace on 2021-06-08T03:35:58Z (GMT). No. of bitstreams: 1 ntu-108-R06521234-1.pdf: 50243879 bytes, checksum: fee6aca81d4983d6e20e1f22e3426993 (MD5) Previous issue date: 2019 | en |
dc.description.tableofcontents | 摘 要 I
ABSTRACT III 目 錄 V 圖 次 IX 表 次 XIII 第一章 緒論 1 1.1 研究背景 1 1.2 研究目的 1 1.3 研究方法 1 1.4 研究架構 2 第二章 文獻回顧 3 2.1 五螺箍之特性 3 2.2 五螺箍矩形RC柱之試驗 3 2.2.1 林光奕五螺箍矩形RC柱之反復載重試驗與耐震性能 3 2.2.2 張國鎮、尹衍樑、王瑞禎及王柄雄螺旋箍筋於矩形柱應用之試驗研究 6 2.3 混凝土模擬模型-MANDER(1988) 8 2.4 鋼絞線模擬模型-CALTRANS(2013) 11 2.5 設計規範 12 2.5.1 ACI318-09箍筋之體積比相關規定 12 2.5.2 軸壓構件剪力強度計算 12 2.5.3 受壓構材之軸向最大設計 14 2.5.4 ACI318-19強度折減係數相關規定 15 第三章 試體規劃 16 3.1 試體概述 16 3.2 試體設計 19 3.2.1 撓曲試體斷面設計 19 3.2.2 剪力試體斷面設計 19 3.2.3 錨頭設計 21 3.2.4 本研究之試體規劃表 24 3.2.5 試體設計圖 25 3.3 試體製作 31 3.3.1 鋼筋進場 31 3.3.2 底板定平及尺寸放樣 31 3.3.3 鋼筋綁紮 31 3.3.4 黏貼應變計 33 3.4 材料試驗 38 3.4.1 混凝土 38 3.4.2 鋼筋、鋼絞線 40 3.5 試驗程序 41 第四章 實驗結果與分析討論 45 4.1 遲滯迴圈修正 45 4.2 各試體試驗結果觀察 46 4.2.1 試體ORH1 46 4.2.2 試體OY1 48 4.2.3 試體ORH2 50 4.2.4 試體OY2 52 4.2.5 試體RH3 54 4.2.6 試體RH4 56 4.2.7 試體Y5 58 4.2.8 試體Y6 60 4.3 遲滯包絡線 62 4.4 能量消散 64 4.5 曲率剪應變及位移組成 68 4.5.1 曲率及撓曲位移計算 68 4.5.2 剪應變與剪力位移計算 72 4.6 試體側力強度分析 77 4.7 耐震性能分析 80 4.7.1 降伏位移與降伏強度 80 4.7.2 極限位移與極限強度 80 4.7.3 韌性與塑性轉角 81 4.7.4 耐震性能指標 81 4.8 應變計讀值分析 82 第五章 鋼絞線柱設計方法 83 5.1 適用範圍及說明 83 5.2 軸力與撓曲強度 83 5.2.1 撓曲計算強度 83 5.2.2 軸力強度 83 5.2.3 軸力與彎矩聯合作用之強度 83 5.3 剪力強度 83 5.3.1 最大可能彎矩強度 83 5.3.2 構材剪力強度 84 5.4 圍束作用 84 5.5 主筋之伸展 84 5.6 強度折減係數 86 第六章 結論與建議 87 參考文獻 89 附錄A.1 試體 ORH1 91 附錄A.2 試體 OY1 100 附錄A.3 試體 ORH2 111 附錄A.4 試體 OY2 119 附錄A.5 試體 RH3 126 附錄A.6 試體 RH4 133 附錄A.7 試體 Y5 140 附錄A.8 試體 Y6 147 附錄B.1 試體 ORH1 154 附錄B.2 試體 OY1 171 附錄B.3 試體 ORH2 189 附錄B.4 試體 OY2 202 附錄B.5 試體 RH3 219 附錄B.6 試體 RH4 232 附錄B.7 試體 Y5 241 附錄B.8 試體 Y6 258 | |
dc.language.iso | zh-TW | |
dc.title | 無預力鋼絞線主筋混凝土柱反復載重行為 | zh_TW |
dc.title | Cyclic Behavior of Concrete Columns with Unstressed Steel Strands as Longitudinal Reinforcement | en |
dc.type | Thesis | |
dc.date.schoolyear | 107-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 黃世建(Shyh-Jiann Hwang),王勇智(Yong-Chih Wang),李宏仁(Hung-Jen Lee) | |
dc.subject.keyword | 鋼筋混凝土,矩形柱,反復載重,多螺箍筋,韌性,鋼絞線, | zh_TW |
dc.subject.keyword | Reinforced concrete columns,rectangular RC column,cyclic loading test,multi-spirals,ductility,seven-wired strand, | en |
dc.relation.page | 267 | |
dc.identifier.doi | 10.6342/NTU201901908 | |
dc.rights.note | 未授權 | |
dc.date.accepted | 2019-07-29 | |
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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