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DC 欄位 | 值 | 語言 |
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dc.contributor.advisor | 歐昱辰(Yu-Chen Ou) | |
dc.contributor.author | Jhe-Yan Li | en |
dc.contributor.author | 李哲諺 | zh_TW |
dc.date.accessioned | 2021-06-08T01:52:40Z | - |
dc.date.copyright | 2020-09-22 | |
dc.date.issued | 2020 | |
dc.date.submitted | 2020-08-17 | |
dc.identifier.citation | [1] 翁正強、尹衍樑、王瑞禎、梁景裕、郭美婷(2010)。五螺箍矩形RC柱之軸壓試驗與優化設計研究。結構工程,25(1),71-105。 [2] 翁正強、尹衍樑、王瑞禎、梁景裕、林光奕(2011)。五螺箍矩形RC柱之反復載重試驗與耐震性能。結構工程,26(1),57-91。 [3] 劉羿慶(2018)。鋼絞線主筋柱之反覆載重行為。國立臺灣科技大學營建工程系碩士論文,台北市。 [4] 徐文基(2019)。無預力鋼絞線主筋混凝土柱反復載重行為。國立臺灣大學土木工程學研究所碩士論文,台北市。 [5] ACI Committee 318., American Concrete Institute., International Organization for Standardization. (2008). Building code requirements for structural concrete (ACI 318-08) and commentary. Farmington Hills, Mich: American Concrete Institute. [6] J. B. Mander, M. J. N. Priestley, R. Park (1988). Theoretical Stress-Strain Model for Confined Concrete. Journal of Structural Engineering, 114(8), 1804-1826. [7] 內政部營建署, 混凝土結構設計規範, 民106. [8] 張國鎮, 營建自動化橋梁墩柱工法之研究, 1st ed. 交通部台灣區國道新建工程局, 2013, p. 105. [9] ACI Committee 318,, American Concrete Institute,, ACI Committee 318., ACI Committee 318. (2019). Building code requirements for structural concrete (ACI 318-19): An ACI standard ; Commentary on building code requirements for structural concrete (ACI 318R-19). [10] Ou, Y.C., and Ngo, S.H., (2016) “Discrete shear strength of two- and seven-circular-hoop and spiral transverse reinforcement.” ACI Structural Journal, 113(2), 227-238. [11] Ou, Y.C., and Ngo, S.H., (2016) “Discrete computational shear strength models for five- six- and eleven-circular-hoop and spiral transverse reinforcement.” Advances in Structural Engineering, 19(1), 23-37. [12] FEMA 356 (2000). Prestandard and Commentary for the Seismic Rehabilitation of Buildings. Washington DC. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/19299 | - |
dc.description.abstract | 五螺箍筋運用在正方形斷面鋼筋混凝土柱已證實具有優於傳統方箍筋的圍束能力。若在建築物上使用五螺箍筋柱,將能提高建築物之耐震性能,且能減少鋼材的用量,達到環保之目標。本研究目的在於探討五螺箍筋之剪力與撓曲行為與破壞模式,設計試驗以觀察五螺箍筋極限狀態時之行為,並分析試驗結果數據。 為了模擬柱受側向載重之情形,本研究使用國家地震中心(NCREE)之多軸向測試系統(MATS)進行定軸力雙曲率反覆載重試驗,測試大型五螺箍柱與傳統方箍柱對照組。試體可分為剪力破壞與撓曲破壞兩大類,總共八座大型試體進行試驗。縱向鋼筋及橫向鋼筋皆使用設計降伏強度為420MPa之鋼筋,混凝土選用設計抗壓強度49MPa。試驗之變數包括橫向鋼筋形式、軸力大小、極限狀態破壞模式。 測試結果指出,箍筋體積比相同、鋼筋降伏強度與混凝土抗壓強度相似的情況下,剪力試體五螺箍柱展現稍弱於傳統方箍柱的極限剪力強度,所有五螺箍柱過最大剪力強度後力量衰退速率皆小於傳統方箍柱。高軸力五螺箍柱之破壞模式為箍筋拉斷,而高軸力傳統方箍柱之破壞模式為彎鉤鬆脫導致過早破壞;撓曲試體方面,依照現行規範之最小鋼筋量設計,五螺箍柱能發展高於傳統方箍之側向強度,並能達到更高之位移比,無論高低軸壓均有良好之韌性。 本研究另外發展一套改進離散計算剪力模型用來計算五螺箍柱剪力強度。與試驗結果比較,改進離散計算剪力模型能保守估計五螺箍剪力強度,此外,本模型具有與規範剪力公式用於傳統方箍剪力強度之相似保守程度。 | zh_TW |
dc.description.abstract | Five-spiral transverse reinforcement for square reinforced concrete columns has been proven to possess a confinement capability superior to that of conventional rectilinear tie reinforcement. Seismic performance of buildings can be improved by applying five-spiral reinforcement to columns. Additionally, environmental protection goals are reached via reducing the usage of reinforcing steel. The objective of this research is to investigate the shear and flexural behavior and failure modes of five-spiral reinforcement. Experiment was conducted to observe the extreme condition of columns also analyzed test results. To simulate a column under lateral load, the Multi-Axis Testing System located in National Center of Research on Earthquake Engineering was chosen to carry out a double-curvature lateral cyclic loading experiment with constant axial load. Eight large-scale columns were tested, including four five-spiral columns and four comparable conventional tied columns. Specimens can be divided into shear-critical columns and flexural-critical columns. All design yielding strength was 420 MPa while the nominal compressive strength of concrete was 49 MPa. Variables included the type of transverse reinforcement, axial load ratio, and failure mode. Test results showed that with the same amount and similar yield strengths of shear reinforcement and concrete compressive strengths, the shear-critical column with five-spiral reinforcement exhibited a slightly lower shear strength than the counterpart tied column. All the five-spiral columns showed a lower speed of strength degradation after the peak load than counterpart tied columns. Failure of the five-spiral column under a high axial load was caused by fracture of the spirals. In contrast, failure of the rectilinear tie reinforcement was caused by premature failure of the hook anchorage. For the flexural-critical column that was designed based on minimum requirement of transverse reinforcement, five-spiral column exhibited higher lateral strength than the rectilinear tied column and reached higher drift. All flexural-critical columns performed good ductility. A modified Discrete Computational Shear Strength (DCSS) model was developed in this research for calculating the shear strength of five-spiral reinforcement. Comparison with the test results showed that the modified DCSS model provides conservative estimation of shear strength contributed by five-spiral reinforcement. Moreover, the DCSS model provides a degree of conservatism similar to the code equation for tie reinforcement. | en |
dc.description.provenance | Made available in DSpace on 2021-06-08T01:52:40Z (GMT). No. of bitstreams: 1 U0001-1708202012204400.pdf: 59696787 bytes, checksum: d1926918c8f3087cd5f1e80166dde4df (MD5) Previous issue date: 2020 | en |
dc.description.tableofcontents | 摘要 i Abstract iii 目錄 v 圖目錄 ix 表目錄 xi 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 2 1.4 研究架構 2 第二章 文獻回顧 3 2.1 五螺箍發展研究 3 2.1.1 郭美婷-五螺箍矩形RC柱之軸壓試驗與優化設計研究 3 2.1.2 林光奕-五螺箍矩形RC柱之反復載重試驗與耐震性能 5 2.2 Mander混凝土模型(1988) 7 2.3 設計規範 10 2.3.1 ACI318-19箍筋量規定 10 2.3.2 軸壓構件之剪力強度 11 2.3.3 ACI318-19強度折減係數相關規定 13 2.4 離散計算剪力模型DCSS 14 2.4.1 Si-Huy Ngo-圓型箍離散剪力強度 14 2.4.2 Si-Huy Ngo-多圓箍筋剪力計算強度模型 15 第三章 試驗規劃 17 3.1 試體概述 17 3.2 試體設計 18 3.2.1 剪力試體 18 3.2.2 撓曲試體 20 3.3 材料試驗 22 3.3.1 混凝土 22 3.3.2 鋼筋 23 3.4 試驗程序 25 3.4.1 量測設備 25 3.4.2 試驗設備 27 第四章 試驗結果與分析討論 29 4.1 試驗數據修正 29 4.2 試驗過程觀察與結果 30 4.2.1 試體R1S 30 4.2.2 試體Y1S 32 4.2.3 試體R3S 34 4.2.4 試體Y3S 36 4.2.5 試體R1F 38 4.2.6 試體Y1F 40 4.2.7 試體R3F 42 4.2.8 試體Y3F 44 4.3 遲滯包絡線 46 4.4 能量消散 48 4.5 曲率剪應變與位移組成 50 4.5.1 曲率與撓曲位移 50 4.5.2 剪應變與剪力位移 54 4.6 側力強度分析 57 4.7 耐震性能分析 60 4.7.1 降伏位移與降伏強度 60 4.7.2 極限位移與極限強度 60 4.7.3 韌性與塑性轉角 61 4.7.4 耐震性能指標 61 第五章 改進離散計算剪力模型 63 5.1 改進離散計算剪力模型 63 5.1.1 模型概述 63 5.1.2 模型推導 64 5.2 MS-DCSS計算程式 66 5.3 試驗結果比較 68 第六章 結論與建議 69 參考文獻 71 附錄A.1 試體R1S應變計 73 附錄A.2 試體Y1S應變計 80 附錄A.3 試體R3S應變計 86 附錄A.4 試體Y3S應變計 93 附錄A.5 試體R1F應變計 100 附錄A.6 試體Y1F應變計 109 附錄A.7 試體R3F應變計 120 附錄A.8 試體Y3F應變計 129 附錄B.1 試體R1S試驗照片 141 附錄B.2 試體Y1S試驗照片 158 附錄B.3 試體R3S試驗照片 175 附錄B.4 試體Y3S試驗照片 188 附錄B.5 試體R1F試驗照片 201 附錄B.6 試體Y1F試驗照片 222 附錄B.7 試體R3F試驗照片 243 附錄B.8 試體Y3F試驗照片 260 | |
dc.language.iso | zh-TW | |
dc.title | 五螺箍筋混凝土柱雙曲率剪力撓曲反覆載重試驗研究 | zh_TW |
dc.title | Double-Curvature Cyclic Shear and Flexural Behavior of Concrete Columns with Five-Spiral Reinforcement | en |
dc.type | Thesis | |
dc.date.schoolyear | 108-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 王勇智(Yung-Chih Wang),李宏仁(Hung-Jen Lee) | |
dc.subject.keyword | 鋼筋混凝土,五螺箍,雙曲率,反覆載重,離散計算剪力模型,耐震, | zh_TW |
dc.subject.keyword | Reinforced concrete,Five-spiral reinforcement,Double-curvature,Cyclic,Discrete computational shear strength model (DCSS),Seismic, | en |
dc.relation.page | 277 | |
dc.identifier.doi | 10.6342/NTU202003719 | |
dc.rights.note | 未授權 | |
dc.date.accepted | 2020-08-18 | |
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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