Please use this identifier to cite or link to this item: http://hdl.handle.net/11455/16317
標題: 受壓鋼構件行為與實務之深入探討-以完成試驗為例
Further Investigation of Behavior and Practice for Compressive Steel Members based on Conducted Tests
作者: 鍾秉璁
Chung, Ping-Tsung
關鍵字: Columns
受壓鋼構件
built-up steel sections
CFT
Cold-Formed Steel
組合斷面
鋼管混凝土
冷軋型鋼
出版社: 土木工程學系所
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[27] Kollbrunner, C.F. and Basler, K. (1969), Torsion in structures, Springer-Verlag, New York, pp.96-130. [28] Kubo, M. and Fukumoto, Y. (1988), “Lateral torsional buckling of thin-walled I-beams,” Journal of the Structural Division, ASCE, 114 (4), pp.841-855. [29] Leonhard Euler (1744), De curvis elastics, Lausanne and Geneva, The Euler formula was derived in a later paper, Sur la force de colonned, published 1759 in the Memoires de l' Academie de Berlin. [30] Lin, W.Y. and Hsiao, K.M. (2003), “More general expression for the torsional warping of a thin-walled open-section beam,” International Journal of Mechanical Sciences, 45 (5), pp.831-849. [31] Liu, D., Gho, W.-M., and Yuan, J. (2003), “Ultimate capacity of high-strength rectangular concrete-filled steel hollow section stub columns,” J. Constr. Steel Res., 59, pp.1499-1515. [32] Liu, D. (2005), “Tests on high-strength rectangular concrete-filled steel hollow section stub columns,” J. Constr. Steel Res., 61, pp.902-911. [33] Lue, T. and Ellifritt, D.S. (1993), “The warping constant for the w-section with a channel cap,” Engineering Journal, AISC, 30 (1), pp.31-33. [34] Lue, D.M. and Ellifritt, D.S. (2003),. “Numerical evaluation for warping constant of built-up crane runway beam,” SSRC Annaual Stability Conference, Baltimore, MD, pp.213~232. [35] Mouli, M. and Khelafi, H. (2007), “Strength of short composite rectangular hollow section columns filled with lightweight aggregate concrete,” Eng. Struct., 29, pp.1791-1797. [36] Papangelis, J.P. and Hancock, G.J. (1995), “Computer analysis of thin-walled structural members,” Computer & Structures, 56 (1), pp.157-176. [37] Salmon, G.C. and Johnson, E.J. (1994), Steel structures design and behavior, pp.484-542. [38] Sakino, K., Nakahara, H., Morino, S., and Nishiyama, I. (2004), “Behavior of centrally loaded concrete-filled steel-tube short columns,” J. Struct. Eng., ASCE, 130(2), pp.180-188. [39] Schneider, S.P. (1998), “Axially loaded concrete-filled steel tubes,” J. Struct. Eng., ASCE, 124(10), pp.1125-1138. [40] Shanley, F.R. (1947), “Inelastic Column Theory,” Journal of the Aeronautical Sciences, Vol.14, No.5. [41] Sivakumaran, K.S. and Abdel-Rahman, Nabil (1998), “A Finite element analysis model for the behaviour of cold-formed steel members,” Thin-Walled Structures, 31, pp.305-324. [42] SSRC Task Group 20 (1979), “Specification for the design of steel-concrete composite column,” Eng. J., AISC, 16(4), pp.101-115. [43] Sun, W.L. (2000), Behavior of stiffened concrete-filled steel beam-columns, Master Thesis, Dept. of Civil Engineering, NTU, Taiwan. (Printed in Chinese) [44] Trahair, N.S. (1993), Flexural-torsional and buckling of structures, CRC Press, pp.304-356. [45] Usami, T. and Ge, H.B. (1994), “Ductility of concrete-filled steel box columns under cyclic loading,” J. Struct. Eng., ASCE, 120(7), pp.2021-2040. [46] Yoo, C.H. and Acra, S.V. 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摘要: Columns are essential members in a structural system. Their types include pure axial compression members (rolled and built-up steel sections) and beam-columns. Columns are important members and thus many scholars in the past have been dedicated to the column research. This study presents a direct experimental verification of the AISC Specification for built-up compression members and steel tubs filled with aggregate concrete. To find out the difference of different steels (rolled and cold-formed), we also investigate the AISI Standard of slender C-shaped cold-formed steel members with web openings. The following findings can be drawn from this study and are specified as follows: 1. The AISC Specification for steel columns appears quite conservative, but they are still in the range of reasonable acceptance. 2. The AISI Standard for columns also appears reasonable (Ptest/Pu = 1.02~1.21), for column members with web openings, they are too conservative (Ptest/Pu = 1.22~1.54). 3. The effective sectional area concept was adopted to conduct the analysis of cold-formed steel. When consider the width-to-thickness ratio of members, analysis is long and tedious procedure. The most difficulty job is the calculation of warping constant (Cw) for an open thin-walled open section which is a tedious and difficult task and thus presenting an obstacle to the routine design in practice. This study proposes a step-by-step numerical procedure for evaluating the warping constant of a general open thin-walled section. The proposed procedure is a reliable and useful tool for computing the warping constant for an arbitrary rolled and cold-formed steel open section, which does not need a sophisticated computer software being used.
柱子為壓力構件之通稱,其類型包括純軸壓構件(型鋼斷面、組合斷面)、同時承受軸壓與彎矩的構件均屬壓力構件。長久以來柱構件的力學行為一直都是熱門研究主題,本研究針對AISC規範中型鋼斷面(rolled section)、組合斷面(build-up section),及鋼管混凝土(CFT)進行柱構件規範之探討與理論推導,並佐以相關之實驗以茲比較。為了更了解不同鋼材間之差異,亦針對AISI規範中冷軋型鋼構件(Cold-Formed Steel)進行相關之研究與實驗,以期從理論、規範與實驗比較中更加瞭解受壓鋼構件之力學行為。 本論文主要結論包括1.經由理論數值與實驗的比較,AISC規範對於柱構件之承載能力是相當保守,惟尚在合理的範圍之內。2.AISI規範對於柱構件之承載能力亦是保守(Ptest/Pu = 1.02~1.21),在構件腹板開孔部份,經由實驗與理論數值的比較發現規範公式過於保守(Ptest/Pu = 1.22~1.54)。3.分析冷軋型鋼時,必須考慮冷軋鋼板之寬厚比,計算其強度時採有效斷面,造成分析時相當複雜。一般常見之開口斷面(open section)構件,受力時會受到扭力作用,因此須考慮純扭屈應力(torsional shear stress)與翹屈應力(warping stress),其中翹屈應力之分析常面臨之困難為翹屈常數(warping constant, Cw)之計算。雖然許多常見開口斷面之翹屈常數已有現成公式可用,但是這些現成公式一般而言仍相當複雜。本研究推導翹屈常數之理論積分式,考慮斷面係由薄壁板元素(thin-walled plate element)所組成,將理論積分式改成數值公式,由電腦執行開口斷面翹屈常數之運算工作。翹屈數值公式提供規範所列舉斷面與所有非列舉開口斷面之翹屈常數計算流程,處理與解決現今業界之困難。
URI: http://hdl.handle.net/11455/16317
其他識別: U0005-2701201109175400
文章連結: http://www.airitilibrary.com/Publication/alDetailedMesh1?DocID=U0005-2701201109175400
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