請用此 Handle URI 來引用此文件:
http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/84892
完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 歐昱辰(Yu-Chen Ou) | |
dc.contributor.author | Chieh-Yu Huang | en |
dc.contributor.author | 黃婕渝 | zh_TW |
dc.date.accessioned | 2023-03-19T22:31:13Z | - |
dc.date.copyright | 2022-10-12 | |
dc.date.issued | 2022 | |
dc.date.submitted | 2022-08-26 | |
dc.identifier.citation | [1] ACI Committee 224, “Control of Cracking in Concrete Structures (ACI 224R-01),” American Concrete Institute, Farmington Hills, Mich, 2001. [2] ACI Committee 318, “Building Code Requirement for Structural Concrete (ACI 318-19) and Commentary,” American Concrete Institute, Farmington Hills, Mich, 2019. [3] E. C. Bentz and M. P. Collins, 'Updating the ACI shear design provisions,' Concrete International, vol. 39, no. 9, pp. 33-38, 2017 [4] J.-Y. Lee, D. H. Lee, J.-E. Lee, and S.-H. Choi, 'Shear behavior and diagonal crack width for reinforced concrete beams with high-strength shear reinforcement,' ACI Structural Journal, vol. 112, no. 3, 2015. [5] J.-Y. Lee, I.-J. Choi, and S.-W. Kim, 'Shear behavior of reinforced concrete beams with high-strength stirrups,' ACI Structural Journal, vol. 108, no. 5, 2011. [6] J.-Y. Lee, M. Haroon, D. Shin, and S.-W. Kim, 'Shear and torsional design of reinforced concrete members with high-strength reinforcement,' Journal of Structural Engineering, vol. 147, no. 2, p. 04020327, 2021. [7] J.-Y. Lee, S.-H. Choi, and D. H. Lee, ' Structural behaviour of reinforced concrete beams with high yield strength stirrups,' Magazine of Concrete Research, vol. 68, no. 23, pp. 1187-1199, 2016. [8] M. S. Sumpter, S. H. Rizkalla, and P. Zia, 'Behavior of high-performance steel as shear reinforcement for concrete beams,' ACI Structural Journal, vol. 106, no. 2, 2009. [9] M. Zakaria, T. Ueda, Z. Wu, and L. Meng, 'Experimental investigation on shear cracking behavior in reinforced concrete beams with shear reinforcement,' Journal of Advanced Concrete Technology, vol. 7, no. 1, pp. 79-96, 2009. [10] Q. Yu and Z. P. Bažant, 'Can stirrups suppress size effect on shear strength of RC beams?,' Journal of Structural Engineering, vol. 137, no. 5, pp. 607-617, 2011. [11] R. J. Frosch, 'Another look at cracking and crack control in reinforced concrete,' ACI Structural Journal, vol. 96, no. 3, pp. 437-442, May-Jun 1999. [12] XTRACT v3.0.5 Release Notes, Imbesn Software System, TRC Bridge Design Software, Sacramento, CA., January 2006. [13] C.-K. Chiu, K.-N. Chi, and F.-C. Lin, 'Experimental investigation on the shear crack development of shear-critical high-strength reinforced concrete beams,' Journal of Advanced Concrete Technology, vol. 12, no. 7, pp. 223-238, 2014. [14] C.-K. Chiu, T. Ueda, K.-N. Chi, and S.-Q. Chen, 'Shear crack control for high strength reinforced concrete beams considering the effect of shear-span to depth ratio of member,' International Journal of Concrete Structures and Materials, vol. 10, no. 4, pp. 407-424, 2016. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/84892 | - |
dc.description.abstract | ACI 318-19規範中,進行一般剪力設計時,剪力鋼筋降伏強度上限為420 MPa,用以控制斜向裂縫寬度。當使用之剪力鋼筋降伏強度高於規範限制,會導致斜向裂縫寬度增加且產生大量斜向開裂,違反規範在使用載重下的裂縫寬度限制,因此當使用高強度剪力鋼筋時,需特別關注斜向裂縫寬度發展情形。 本研究共規劃六座矩形梁試體進行簡支梁剪力試驗,試體採用高強度混凝土及高強度剪力鋼筋,由試驗結果探討高強度鋼筋混凝土梁構件之剪力強度及裂縫行為。結果顯示,斷面極限剪力強度與剪力跨深比 及剪力鋼筋間距成反比,與縱向鋼筋比成正比,且當採用較高強度之混凝土,高強度剪力鋼筋應變發展較為顯著,剪力強度有較好的發揮。僅試體B2-H350_B之剪力鋼筋未降伏,其餘試體剪力鋼筋皆於試體破壞前或試體達極限強度時降伏。降伏強度上限為600 MPa之計算結果,針對普通強度剪力鋼筋及高強度剪力鋼筋兩者之安全係數相近,本研究建議ACI 318-19[2]規範之剪力鋼筋降伏強度上限可由420 MPa提升至600 MPa。本研究以0.41~0.53 mm為使用載重下之容許剪力裂縫寬度,並將其定義為使用性需求,建議使用載重下之容許剪力強度。 | zh_TW |
dc.description.abstract | The yield strength of shear reinforcement has been limited to 420 MPa in ACI 318-19 to control the diagonal crack width, while ACI 318-19 permits this limit to be 550 MPa for seismic shear design. Nevertheless, the utilization of high-strength shear reinforcement with higher yield strain can lead to a larger diagonal crack width that probably violates the requirement of the codes at the service load. Thus, once high-strength shear reinforcement is used, the concern of diagonal crack width is raised when designing reinforced concrete beams. In this research, a total of 6 simply supported beam specimens with high-strength concrete and high-strength reinforcement were tested. Test results showed that ultimate shear capacity is inversely proportional to shear span-to-depth ratio and spacing of the shear reinforcement, is proportional to ratio of longitudinal reinforcement. As observed, yielding of shear reinforcement occurred either before reaching, or at, the maximum loads in the most specimens, except for the specimen B2-H350_B. The ratio of shear capacity of normal-strength shear reinforcement and high-strength reinforcement were similar when limit of yield strength of shear reinforcement was 600 MPa. Analysis of the test data suggests that current ACI 318-19 limit on the yield strength of shear reinforcement can be extended from 420 MPa to 600 MPa. In this research, the equations of the allowable shear capacity at service stage were proposed. They were according to the allowable limit of crack width under service load, which were 0.41-0.53 mm. | en |
dc.description.provenance | Made available in DSpace on 2023-03-19T22:31:13Z (GMT). No. of bitstreams: 1 U0001-2508202216161100.pdf: 54308531 bytes, checksum: ac9b2cfc48cb23fa1b31b7641462c545 (MD5) Previous issue date: 2022 | en |
dc.description.tableofcontents | 致謝 i 摘要 ii Abstract iii 目錄 iv 圖目錄 vii 表目錄 x 第一章 緒論 1 1.1 研究背景 1 1.2 研究目的 2 1.3 研究方法 2 第二章 文獻回顧 3 2.1 ACI 318-19 [2]設計規範 3 2.1.1 梁剪力強度設計 3 2.1.2 剪力鋼筋最大間距 4 2.2 ACI 224R-01 [1] 4 2.3 鋼筋混凝土梁構件相關文獻 5 2.3.1 高強度鋼筋混凝土相關文獻 5 2.3.2 剪力裂縫相關文獻 9 第三章 試體設計 11 3.1 試體參數規劃 11 3.1.1 試體斷面及構件長度 11 3.1.2 試體材料強度 12 3.1.3 試體配筋設計 12 3.2 試體設計 17 3.2.1 試體剪力強度 17 3.2.2 試體破壞模式 18 3.3 試體製作 19 3.3.1 基礎放樣 19 3.3.2 鋼筋籠組立 19 3.3.3 模板工程 19 3.3.4 混凝土澆置 20 3.3.5 拆模及養護 20 第四章 實驗計畫 22 4.1 材料試驗 22 4.1.1 混凝土抗壓試驗 22 4.1.2 鋼筋拉伸試驗 25 4.2 簡支梁試驗規劃 26 4.2.1 試驗配置 26 4.2.2 量測儀器規劃 30 4.2.3 測試方法 33 4.2.4 裂縫寬度量測 35 第五章 實驗結果與分析 36 5.1 試體載重試驗過程 36 5.1.1 B1-N185試體載重試驗過程 37 5.1.2 B1-N350試體載重試驗過程 41 5.1.3 B1-H185試體載重試驗過程 45 5.1.4 B1-H350試體載重試驗過程 49 5.1.5 B2-H350試體載重試驗過程 53 5.1.6 B2-H350A試體載重試驗過程 57 5.2 試體載重與位移關係 61 5.3 裂縫角度 64 5.4 試體鋼筋應變量 67 5.5 試體破壞模式 71 5.6 計算剪力強度與實際剪力強度之比較 71 5.7 試體裂縫發展 73 5.7.1 最大剪力裂縫寬度及剪力裂縫總寬度 73 5.7.2 剪力裂縫寬度與撓曲裂縫寬度之相對關係 75 5.8 使用載重下之剪力強度限制 76 5.8.1 混凝土開裂強度 76 5.8.2 使用性需求之應變發展及裂縫角度 78 5.8.3 使用載重下之容許剪力強度建議公式 79 第六章 實際案例計算與檢討 82 6.1 建物基本資訊 82 6.2 剪力設計 82 第七章 結論與建議 85 7.1 結論 85 7.2 建議 86 參考文獻 87 附錄 A 試體設計圖說 89 附錄 B 試體裂縫寬度 99 附錄 C 試體應變計資料 102 附錄 D.1 試體B1-N185試驗照片 153 附錄 D.2 試體B1-N350試驗照片 166 附錄 D.3 試體B1-H185試驗照片 177 附錄 D.4 試體B1-H350試驗照片 190 附錄 D.5 試體B2-H350試驗照片 201 附錄 D.6 試體B2-H350A試驗照片 212 | |
dc.language.iso | zh-TW | |
dc.title | 高強度鋼筋混凝土梁剪力強度與裂縫行為 | zh_TW |
dc.title | Shear Strength and Crack Behavior of Concrete Beams Reinforced by High-Strength Longitudinal and Shear Reinforcement | en |
dc.type | Thesis | |
dc.date.schoolyear | 110-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 王勇智(Yung-Chih Wang),鄭敏元(Min-Yuan cheng) | |
dc.subject.keyword | 高強度混凝土,高強度鋼筋,剪力強度,剪力鋼筋降伏強度,剪力裂縫控制, | zh_TW |
dc.subject.keyword | High-Strength Concrete,High-Strength Reinforcement,Shear Strength,Yield Strength of Shear Reinforcement,Control of Shear Crack, | en |
dc.relation.page | 222 | |
dc.identifier.doi | 10.6342/NTU202202814 | |
dc.rights.note | 同意授權(限校園內公開) | |
dc.date.accepted | 2022-08-26 | |
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 | 2027-08-29 | - |
顯示於系所單位: | 土木工程學系 |
文件中的檔案:
檔案 | 大小 | 格式 | |
---|---|---|---|
U0001-2508202216161100.pdf 目前未授權公開取用 | 53.04 MB | Adobe PDF | 檢視/開啟 |
系統中的文件,除了特別指名其著作權條款之外,均受到著作權保護,並且保留所有的權利。