博碩士論文 107322029 詳細資訊




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姓名 郭育廷(Yu-Ting Kuo)  查詢紙本館藏   畢業系所 土木工程學系
論文名稱 鋼筋混凝土梁有斜向鋼筋配置之耐震性能提升研究
(Study on improving seismic performance of RC beams with diagonal reinforcement)
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摘要(中) 本研究主要是研究New RC梁有斜向鋼筋設置,相較於無斜向鋼筋設置,其耐震性能差異。其中RC梁有斜向鋼筋設置,主要是參考紐西蘭規範NZS3101-2006[2]中,有關防止梁塑性鉸區受震中可能產生與梁向垂直之滑移剪力(Sliding shear)裂紋破壞而訂定之斜向鋼筋設計。因此本研究繼游凱翔[25]研究,因該研究結果乃利用T頭鋼筋進行塑鉸外移設計,有成功產生塑性鉸轉移,但有產生滑移剪力裂紋破壞跡象,故考量配置斜向鋼筋防止滑移剪力破壞。
試驗規劃乃製作兩座懸臂梁試體,矩形斷面為270mm×550mm,使用#10與#8 SD690螺紋節為梁主筋,#3 SD790竹節鋼筋作為梁橫向箍筋,混凝土設計強度f_c^′=60MPa。其中,第一座HB-T0為2.0m之原型懸臂梁,於梁內有配置#8-SD690斜向筋,第二座HB-T550為2.2m塑鉸外移550mm懸臂梁,於梁內配置#5-SD790斜向筋,皆為抑制滑移剪力發生。
試驗結果顯示,HB-T0因配置斜向筋,使試體強度於DR=8%後才開始衰退,相較於無斜向筋之原型梁,遲滯迴圈圖較為飽滿,明顯改善試體循環性能;HB-T550因於梁端配置超額鋼筋,成功使塑鉸轉移至梁區,且因斜向筋設計方式為從柱面開始彎折,交叉範圍遍佈塑鉸區,因此於實驗最終塑鉸區未產生剪力斜向裂縫破壞,亦未產生滑移剪力破壞,相較於無斜向筋有塑鉸外移梁之遲滯迴圈圖,HB-T550並未產生明顯束縮作用(Pinching),故斜向鋼筋對梁抗震能力及防止斜向剪力或垂直滑移剪力破壞有明顯效果。
本文亦研究先前計畫與相關文獻試體測試數據結果,NZS 3101判斷產生滑移剪力破壞可能性之經驗公式,較不適用於短跨梁(a/d<2.5),乃因其主要以斜壓桿或剪張破壞為主;而長跨梁(a/d≥2.5)於試驗過程,結構受到反覆荷載因相互交錯之撓曲裂縫與對角剪力裂縫作用下,在塑鉸區有潛在滑移剪力裂縫,應考慮滑移剪力設計。於實務面,當梁加入斜向鋼筋,應注意現場實際鋼筋配置是否可行。
摘要(英) This study is mainly to discuss the difference between the seismic performance of the New RC beams with diagonal reinforcement, and that without the diagonal reinforcement. The RC beams with diagonal reinforcement are designed to the New Zealand code NZS3101-2006[2] to prevent the beams in the plastic hinge zone from the failure of the sliding shear crack. Therefore, this study continues to Kai-xiang You [25] research on the hinge relocation design by using T-headed bars. The main conclusion is that the T-headed bars as extra reinforcement can successfully relocate the plastic hinge zone from the column face to a distance away from the face, but the final failure mode of sliding shear occurred.
A experimental work is also carried out in the study. Two cantilever beam specimens, named HB-T0 and HB-T550, with rectangular cross-section 270mm×550mm are produced. #10 and #8 SD690 as the main reinforcement, #3 SD790 as the transverse reinforcement, and design concrete strength f_c^′=60MPa are used. The prototype beam HB-T0 is a 2.0m long cantilever beam having #8-SD690 diagonal reinforcement. The beam HB-T550 is a 2.2m long cantilever beam with hinge relocating 550mm from the column face. The beam arranged #5-SD790 diagonal reinforcement in the potential plastic hinge zone.
The test results show that, due to the configuration of diagonal reinforcement, HB-T0 began to fail after the DR=8%. Compared with the beams without diagonal reinforcement, the beams with diagonal reinforcement presented a better seismic performance. HB-T550 also showed better seismic behavior in comparison with the beams with hinge relocation, but no diagonal reinforcement set up. Therefore, no shear diagonal crack failure or sliding shear failure was founded in HB-T550 at the end of the test. That is, HB-T550 did not produce obvious pinching, compared with the hysteresis loop of the beam having plastic hinge relocation without diagonal reinforcement, so diagonal reinforcement has the benefit of the seismic resistance on preventing the failure of diagonal shear or vertical sliding shear from occurring.
This article also collected the test data of the previous researches. The results showed that NZS 3101 empirical formula for determining the possibility of sliding shear failure is less suitable application than the short-span beams (a/d<2.5) because of their main failure mode occurred in the diagonal strut compression or shear-tension failure. However, NZS3101 empirical formula can be used for the long-span beams (a/d≥2.5), because these beams were subjected to reverse loads to cause the potential sliding shear cracks to happen in the plastic hinge zone. Thus the check of sliding shear failure is suggested to be considered. In practical situations, when the beam is added with diagonal reinforcement, it should be noted whether the reinforcement configuration in the site is feasible.
關鍵字(中) ★ New RC
★ 斜向鋼筋
★ 塑性鉸區
★ 塑性鉸外移設計
★ 滑移剪力
關鍵字(英) ★ New RC
★ Diagonal Reinforcement
★ Plastic Hinge
★ Plastic Hinge Relocation Design
★ Sliding Shear
論文目次 摘要 i
Abstract iii
誌謝 v
目錄 vi
圖目錄 x
表目錄 xiv
符號說明 xvi
第一章 緒論 1
第二章 文獻回顧 3
2.1 ACI 318-19[1]剪力設計 3
2.1.1 基本剪力設計 3
2.1.2 耐震設計篇之剪力設計 4
2.2 NZS 3101-06 [2]剪力設計 5
2.2.1基本剪力設計 5
2.2.2 耐震設計篇之剪力設計 6
2.3台灣New RC相關設計[23] 7
2.3.1 混凝土彈性模數Ec 7
2.3.2 梁撓曲強度設計 7
2.3.3 梁剪力強度設計 8
2.3.4 鋼筋之伸展長度 9
2.3.5 鋼筋之超額強度因子 10
2.4 混凝土彈性模數Ec 10
2.5 側向變位和曲率ϕ與塑鉸區長度lp之關係 11
2.6拉力外移理論 13
2.6.1 Paulay[6]拉力外移理論 13
2.6.2 JI.Restrepo[10]拉力外移理論 14
2.7 塑鉸外移設計 15
2.7.1 NZS 3101-2006[2] 15
2.7.2 Chutarat[7]增設T頭鋼筋之研究 16
2.7.3 Eom[8]PC梁柱連接塑鉸外移方法 16
2.7.4 Thomposn[17]T頭錨錠鋼筋的搭接 17
2.8滑移剪力設計 18
2.8.1 Paulay[6]滑移剪力設計 18
2.8.2 NZS 3101-06[2]滑移剪力設計 19
2.9滑移剪力設計相關文獻 20
2.9.1 Paulay [11]紐西蘭鋼筋混凝土耐震設計發展 20
2.9.2 Barney[12]反覆荷載下耦合梁的行為 22
2.9.3 Kwan[13]鋼筋混凝土深耦合梁的循環行為 23
2.9.4 Han[4]成束斜向鋼筋預製耦合樑的循環性能 24
第三章 試體規劃與實驗步驟 26
3.1試體規劃 26
3.2 材料試驗 28
3.2.1 鋼筋拉伸試驗 28
3.2.2 混凝土抗壓試驗 28
3.2.3 鋼筋彎曲試驗 29
3.3 試體設計 29
3.3.1 HB-T0試體 30
3.3.2 HB-T550試體 31
3.4 試體製作 31
3.4.1 鋼筋應變計黏貼 31
3.4.2 鋼筋籠製作 33
3.4.3 應變計收線 34
3.4.4 模板製作與組立 34
3.4.5 試體澆置 35
3.4.6 試體拆模與養護 36
3.4.7 試體架設 36
3.5 試驗設備 36
3.5.1 加載系統 36
3.5.2 量測系統 37
3.6 試驗方法與步驟 39
3.7 試驗數據處理 39
3.7.1 理論標稱載重Pn 40
3.7.2 真實側位移∆ 40
3.7.3 降伏位移與初始勁度 43
3.7.4 斷面分析之實際慣性矩 43
3.7.5 層間變位角DR與韌性位移比μ∆ 44
3.7.6 相對消能比β 45
第四章 試驗結果 46
4.1 試體整體行為 46
4.1.1 試體HB-T0 47
4.1.2 試體HB-T550 49
4.2 塑性變形對位移之貢獻 50
4.3混凝土壓碎時應變 51
4.4 試體裂縫寬發展與比較 52
第五章 RC梁耐震性能設計模式之探討 53
5.1 試體循環性能與消能比 53
5.2高強度混凝土壓碎應變與主筋應變之關係 55
5.3拉力外移評估模式預測 56
5.4位移預測模式討論 57
5.5滑移剪力設計探討 59
第六章 結論與建議 62
6.1結論 62
6.2建議 65
參考文獻 66
附錄一 本研究室試體數據 163
附錄二 試體標稱強度計算 186
二.1 無塑鉸外移之高強度鋼筋混凝土梁HB-T0 186
二.2塑鉸外移550mm之高強度鋼筋混凝土梁HB-T550 189
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指導教授 王勇智(Yung-Chih Wang) 審核日期 2020-7-1
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