臺灣博碩士論文加值系統

現行ACI規範建議RC柱箍筋量之公式未考慮軸力增加後其箍筋量是否應有所提升，而TW-SRC規範SRC柱箍筋量公式則由ACI規範演變而來，箍筋量雖考慮鋼骨的圍束效應而得以折減，但仍未考慮軸力的影響。故本研究藉由實驗探討箍筋量對於鋼骨鋼筋混凝土（SRC）柱在增加軸力下耐震行為之影響，九組大型試體包含5組新式SRC（NSRC）柱與4組傳統SRC（TSRC）柱，主要研究的參數包括：配置的箍筋量對於TSRC與NSRC在強軸受彎矩與弱軸受彎矩對塑性轉角容量的影響；軸力對柱塑性轉角容量與箍筋需求量的關係；NSRC與TSRC兩者間耐震行為的比較。實驗結果顯示：（1）當SRC柱之鋼骨斷面不是雙向對稱斷面時，SRC柱之箍筋需求量具有方向性，強軸彎矩與弱軸彎矩所需之箍筋量應該不同；（2）國內SRC規範規定之柱箍筋需求量偏保守；（3）本研究建議的箍筋需求量計算方式，可以考慮到鋼骨的不對稱性、鋼骨翼板寬度、鋼骨深度以及柱軸力的影響，箍筋需求量也可降低到合理的範圍；（4）含H鋼骨之SRC柱，其強軸彎曲之箍筋需求量，可以使用於含XH鋼骨之SRC柱。

Current ACI 318 building code the proposed formula for reinforced concrete columns without considering the axial force increases the required transverse steel bar should be improving, and TW-SRC design code evolved by the ACI 318 building code. Although the required transverse steel bar considers the effect of the confining by the steel shape, but it still doesn’t consider the effect from the axial force. This thesis to experimentally investigate seismic behavior of encased steel column research. 9 sets of large scale encased steel column specimens which included 5 new SRC columns (NSRC) and 4 traditional SRC columns (TSRC) were tested. The parameters studied in this test comprised: the required transverse steel bars for NSRC and TSRC when bending about x-axis and y-axis for plastic hinge rotation capacity; influence of axial load on the plastic hinge rotation capacity and requirement.
Test resulted showed that: (1) if steel shape isn’t bi- symmetrical, the required transverse steel bar is directional when when bending about x-axis and y-axis. (2) the required transverse steel from TW-SRC is too conservative for SRC column. (3) because the required transverse steel from this thesis which considers the symmetry of steel shape, the width of flange, the depth of web and axial load, the required transverse steel bar can reduce to a reasonable range. (4) the required transverse steel of H shape when bending about x-axis which is proper in XH.

目錄
中文摘要............................................................I
英文摘要...........................................................II
誌謝..............................................................III
目錄...............................................................IV
表格索引...........................................................VI
圖片索引.........................................................VIII
符號索引..........................................................XII
Chapter 1 緒論
1.1. 概論........................................................1
1.2. 研究目的....................................................3
1.3. 研究大綱................................................... 3
Chapter 2 文獻回顧
2.1. 彎矩-曲率分析...............................................5
2.2. 箍筋需求量..................................................5
2.3. 塑鉸長度....................................................9
2.4. 研究回顧...................................................10
Chapter 3 試體規劃與設計
3.1. 試體設計.................................................. 15
3.2. 試體.......................................................17
3.3. 試體製作細節...............................................21
3.3.1. 材料強度...........................................21
3.3.2. 柱製作.............................................22
3.3.3. 基座製作...........................................26
3.3.4. 試體灌漿作業.......................................26
3.4. 試驗裝置...................................................31
3.4.1. 試體架設裝置.......................................31
3.4.2. 量測儀器...........................................36
3.5. 加載歷程...................................................40
Chapter 4 試驗結果
4.1. 遲滯迴圈與試驗觀察….......................................43
4.2. 塑鉸區混凝土情況...........................................47
4.3. 軸力彎矩互制圖(P-M Interaction)............................47
4.4. 塑性轉角容量計算...........................................47
4.5. 塑性轉角容量與各規範比較...................................49
Chapter 5 結論與建議
5.1. 結論.......................................................59
5.2. 建議.......................................................60
參考文獻...........................................................61

[1]ACI Committee 318. “Building code requirements for structural concrete (ACI 318-05) and commentary (ACI 318R-05)”. Farmington Hills (MI): American Concrete Institute; 2005
[2]內政部建築研究所 “鋼骨鋼筋混凝土構造設計規範與解說”；2004
[3]American Institute of Steel Construction. "Specification for Structural Steel Buildings”. Chicago (IL): AISC Inc.; 2005.
[4]Kenneth J. Elwood, Joe Maffei, Kevin A. Riederer, Karl Telleen. “Improving column confinement provisions in the ACI 318 Building Code”
[5]Park, R., and Paulay, T. (1975). “Reinforced concrete structures”, John Wiley & Sons, New York, N.Y.
[6]James M. Ricles, and Shannon D. Paboojian, S. D. “Seismic performance of steel-encased composite columns”. Journal of Structural Engineering.
[7]H.-L. Hsu, F.-J. Jan, J.-L. Juang. “Performance of composite members subjected to axial load and bi-axial load”. Journal of Constructional Steel Research.
[8]黃氏秋水 “含軸壓力鋼骨鋼筋混凝土柱之耐震行為” 國立台灣科技大學營建工程所 碩士論文；2009.
[9]Imbsen, Charles C. XTRACT Software, Cross section analysis program for structural engineers. Single user v-2.6.2, Imbsen and associates, Inc.; 2002.