臺灣博碩士論文加值系統

一般在實務設計中均勻斷面構件求取有效長度係數K最普遍採用的方法就是利用準線圖(Alignment Chart)，但對於應用準線圖求取非均勻斷面構件之有效長度係數Kγ，則受到相當的限制，故工程單位也常因此在設計時捨棄非均勻斷面構件的考量。
本研究在理論部分以分割元素模式(discrete element model)為基礎，配合增量型疊代數值分析方法，建立一個具有高度通則性之改良勁度矩陣分析電腦程式為理論基礎之後續分析工作。利用更簡略之模式來模擬非均勻構架，不但能明確的表現出樑柱相對勁度概念，更能夠有效減少本程式在模擬構件時之節塊數目，以增加程式的實用性。
本文先對於單一柱構件之邊界條件進行分析，採用AISC規範求取有效長度係數之G值控制樑柱相對勁度，同時考慮一般實務上結構接合並非完全剛性或完全鉸接，模擬介於兩者間之半剛性接合，藉由模擬結果進一步探討非均勻構架之結構行為，並與前人之研究相關成果比較。另，本文亦探討鋼結構非均勻柱構件在不同樑柱相對勁度下有效長度係數在非彈性行為時的變化及影響，進而了解非均勻構件有效長度係數Kγ在實際構架中的變化。

Alignment Chart is commonly used to determine the effective length factor of prismatic member. Due to the restriction of the application of Alignment Charts, designers often discard the application of tapered members.
To follow up the developing of a modified stiffness matrix method and a computer program with a very high generality to solve steel structural stability problem, the analytical method used in this study are Discrete Element Model and incremental typed numerical method. For more practical, this study simplifies the model to modify tapered frames. This model not only specifically shows relative joint bending stiffness ratio but also effectively reduce the amount of members used for analysis.
This study first analyzes boundary condition of single column member and adopts relative joint bending stiffness ratio of AISC to find the effective length factor. For that a structural joint or connection is neither full rigid nor full hinge in practice, this study uses this concept to establish the semi-rigid joint model. This study then discusses the structural behaviors of tapered members results with those from and compares these previous studies. This study also examines the effect of the effective length factors inelastically due to relative joint bending stiffness ratio and tries to find out the changes of effective length factors in tapered practical frames.

中文摘要………………………………………………………………………Ⅰ
英文摘要………………………………………………………………………Ⅱ
致謝……………………………………………………………………………Ⅲ
目錄……………………………………………………………………………Ⅳ
圖目錄…………………………………………………………………………Ⅵ

第一章 緒論……………………………………………………………1
1.1前言…………………………………………………………1
1.2研究動機與目的……………………………………………2
1.3研究方法與內容……………………………………………3
第二章 文獻回顧………………………………………………………5
2.1柱構件之強度……………………………………………5
2.2殘留應力的影響…………………………………………6
2.3有效長度係數探討………………………………………11
第三章 程式分析之理論基礎…………………………………………16
3.1幾何非線性與材料非線性………………………………17
3.2穩定函數與幾何非線性…………………………………17
3.2.1傾角變位法的旋轉效應與側移效應………………18
3.2.2穩定函數與修正勁度矩陣…………………………24
3.3分割元素模式與材料非線性……………………………29
3.3.1分割元素模式………………………………………32
3.4分析方法…………………………………………………39
第四章 程式分析結果與討論…………………………………………45
4.1單一柱構件之邊界條件分析……………………………50
4.1.1有側撐構架之模擬過程……………………………50
4.1.2無側撐構架之模擬過程……………………………55
4.2有效長度係數分析………………………………………63
4.2.1均勻構件之有效長度係數分析……………………67
4.2.2彈性範圍內非均勻構件之有效長度係數分析……68
4.2.3非彈性範圍內非均勻構件之有效長度係數分析…75
4.3釋例說明…………………………………………………103
第五章 結論與建議……………………………………………………115
5.1結論………………………………………………………115
5.2未來研究方向與建議……………………………………118
參考文獻…………………………………………………119

(1) Lee, G. C., Morrell, M. L., and Ketter, R. L., “Design of Tapered Members,” WRC Bulletin No.173 (1972).
(2) 葉佳祐，「鋼結構中非均勻構件之有效長度係數分析」，碩士論文，朝陽科技大學營建工程研究所，霧峰(1998)。
(3) 張銘枝，「非均勻鋼結構構件在非彈性行為之有效長度係數探討」，碩士論文，朝陽科技大學營建工程研究所，霧峰(2001)。
(4) Chajes, Alexander, Principles of structural stability theory , Englewood Cliffs, N.J. ,Prentice-Hall, (1974).
(5) Hall, D. H., “Proposed Steel Column Design Criteria,” ASCE J. Struct. Div., Vol.107, No. ST4, pp. 649-670 (1981).
(6) Rasmussen, K. J. R. and Hancock, G. J., “Tests of High Strength Steel Columns,” Journal of Constructional Steel Research, Vol. 34, Issue: 1, pp. 27-52 (1995).
(7) Rasmussen, K. J. R., and Rondal J., “Strength Curves for Metal Columns,” Journal of Structural Engineering, Vol. 123, No.6, pp.721-728 (1997).
(8) Beedle, L. S., and Tall, L., “Basic Column Strength,” Journal of the Structural Division, ASCE, Vol. 86, No. ST7 (1960).
(9) Wu, Shengmin and Wang, Chiping, “Inelastic Stability of Tapered Frames with Residual Stress Effect,” International Conference on Structure Stability and Design, Sydney, Austrilian, Nov. (1995).
(10) Galambos, T.V., 2ed., Guide to Stability Design Criteria for Metal Structures, John Wiley and Sons, New York (1988).
(11) Duan, Lian and Chen, Wai-Fah, “Effective Length Factor for Columns in Braced Frames,” Journal of Structural Engineering, ASCE, Vol.114, No.10, pp.2357-2370 (1988).
(12) Duan, Lian and Chen, Wai-Fah, “Effective Length Factor for Columns in Unbraced Frames,” Journal of Structural Engineering, ASCE, Vol.115, No.1, pp.149-165 (1989).
(13) Francois Cheong-Siat-Moy, “An Improved K-Factor Formula,” Journal of Structural Engineering, ASCE, Vol.125, No.2, pp.169-174 (1999).
(14) Murray, Thomas M., Easterling, W. Samuel and Holzer, Siegfried M., “Effective Lengths of Web-Tapered Columns in Rigid Metal Building Frames,” Ph.D. Dissertation, Department of Civil Engineering, Virginia Polytechnic Institute and State University (1997).
(15) Beedle, L. S., Lu, L. W., and Lim, L. C., “Recent Developments in Practice,” ASCE J. Struct. Div., Vol.95, No. ST9, pp.1911-1937, Sept(1969).
(16) James, B. W., “Principal Effects of Axial Load by Moment Distribution Analysis of Rigid Structures,” National Advisory Committee for Aeronautics, Techical Note No.534(1935).

(17) Lundquist, E. E., and Kroll, W. D., “Extended Tables of stiffness and Carryover Factorys for Structural Members Under Axial Load,” National Advisory Committee for Aeronautics, Wartime Report L-225.
(18) Livesley, R. K., and Chandler, D. B., “Stability Functions for Frameworks,” Manchester University Press(1956).
(19) Horne, M. R., and Merchant, W., “The Stability of Frames,” Pergamon Press, New York(1965).
(20) Dumonteil, P., “Simple Equations for Effective Length Factor,” Engineering Journal, AISC, Vol.29 ,No. 3, pp.111-115(1992).