本研究旨在探討承受無偏心載重之鋼筋混凝土柱受火害之變形行為；在實驗方面，450×450×4300mm之柱試體四面受火，以ISO834之標準升溫曲線加溫測試，主要量測柱斷面內部之溫布分布以及柱試體於火害中、後的軸向變形，以Eurocode 2的混凝土與鋼筋之熱性質，利用ANSYS軟體分析試體內部溫度變化，本研究同時提出柱之軸向變形分析方法，預測柱構件在高溫中之變形，並與實測值比對。
柱之加載大小，會影響柱試體載高溫中之軸向變形，試體NC3加載500噸，在120分鐘時壓縮了8.94mm，試體SCC2加載300噸，在120分鐘則是膨脹了3.6mm；在溫度方面，NC3試體的混凝土爆裂嚴重，主筋溫度在100分鐘時達到最高溫600℃，試體SCC2的混凝土表面剝落，主筋溫度在150分鐘達到最高溫500℃；預測方面，分別考慮2.5cm及5cm的混凝土剝落，預測的軸向變形能合理反映實測值。

The deformation of axially loaded reinforced concrete column subjected to elevated temperature is studied. In the experiments, it is simulated the actual scene of the fire. Two full scale reinforced column specimens were tested under concentrical load and elevated temperature contention according to ISO 834 temperature condition. The variations of temperature in the sections of column and axial displacement at elevated temperature were measured. ANSYS software is used to analyze the variation of temperature in section of column. An analytical method based on strain compatibility principle is presented to predict the axial displacement of the column in the heating phase.
The behavior of axial displacement of column is also affected by the magnitude of applied load. Specimen NC 3 with axial load of 500 tf had axial contraction of 8.94 mm in 120 minutes of heating, whereas specimen SCC 2 with axial load of 300 tf had axial expansion of 3.6 mm. Specimen NC3 , spalled severely during heating stage had the temperature of reinforcement was 600℃ in 100 minutes. Specimen SCC2 , spalled cracked slightly had temperature of reinforcement was 500℃ in 150 minutes. The effect of concrete spalling of concrete of 25 mm and 50 mm in depth of cover is also included in the analysis.

第七章 參考文獻
1. European Committee, “Eurocode4 : Design of composite steel and concrete structure,” EN 1994-1-2:2005: E.
2. European Committee, “Eurocode2 : Design of concrete structures - Part 1-2 : General rules - Structural fire design,” ENV 1992-1-2:1995.
3. ACI Committee 216, “Guide for Determining the Fire Endurance of Concrete Elements,” American Concrete Institute, 1994.
4. Anderberg, Y., “Spalling Phenomena of HPC and OC,” NIST Workshop on Fire Performance of High Strength Concrete, Gaithersburg, Feb. 13-14 1997.
5. Hertz, K. D., “Limits of spalling of fire-exposed concrete,” Journal of Fire Safety, Vol. 38, 2003, pp. 103-116.
6. Khoury G. A.; Grainger, B. N.; and Sullivan P. J. E., “Transient Thermal Strain of Concrete: Literature Review, Conditions within Specimen and Behavior of Individual Constituents,” Magazine of Concrete Research, V. 37, No. 132, September 1985.
7. Khoury G. A.; Grainger, B. N.; and Sullivan P. J. E., “Strain of Concrete During First Heating to 600˚C Under Load,” Magazine of Concrete Research, V. 37, No. 133, 1985, pp. 195-215.
8. Schneider, U., and Schneider, M., “An Advanced Transient Concrete Model for the Determination of Restraint in Concrete Structures Subjected to Fire,” Journal of Advanced Concrete Technology, V.7, No. 3, October 2009, pp. 403-413.
9. Purkiss, J. A., Fire Safety Engineering Design of Structures, Oxford, Butterworth Heinemann, 1996.
10. Lie T. T., Structural fire protection, New York: American Society of Civil Engineers, 1992.
11. Thelandersson, S., “Modeling of Combined Thermal and Mechanical Action in Concrete,” Journal of Engineering Mechanics, V. 113, No. 6, 1987, pp. 893-906.
12. Bazant, Z. P., and Chern J. C., “Concrete Creep at Variable Humidity: Constitutive Law and Mechanism,” Materials and Structures, V. 103, No. 18, 1985, pp.1-20.
13. Anderberg, Y., and Thelandersson, S., “Stress and Deformation Characteristics of Concrete at High Temperatures: 2 Experimental Investigation and Material Behavior Model,” Bulletin 54, Sweden (Lund): Lund Institute of Technology, 1976.
14. Schneider, U.; Schneider, M.; and Franssen, J.-M., “Consideration of Nonlinear Creep Strain of Siliceous Concrete on Calculation of Mechanical Strain under Transient Temperatures as a Function of Load History. In: K.H. Tan, V.K.R. Kodur and T.H. Tan, Eds. Fifth International Conference – Structures in Fire SIF 08, Singapore 28-30 May 2008 Singapore: Research Publishing Service, pp. 463-476.
15. Schneider, U.; Schneider, M.; and Franssen, J.-M., “Numerical Evaluation of Load Induced Thermal Strain in Restraint Structures Compared with an Experimental Study on Reinforced Concrete Columns,” In: Interscience Communications, Eds. 11th International Conference and Exhibition, Fire and Materials, San Francisco 26-28 Janurary 2009, 26th – 28th Janurary 2009, London: Interscience Communications Ltd, pp. 485-497.
16. Nielsen, C. V.; Pearce, C. J.; and Bicanic, N., “Theoretical Model of High Temperature Effects on Uniaxial Concrete Member under Elastic Restraint,” Magazine of Concrete Research, V. 54, No. 4, 2002, pp. 239-249.
17. Li, L., and Purkiss, J. A., “Stress-Strain Constitutive Equations of Concrete Material at Elevated Temperatures,” Fire Safety Journal, V. 40, 2005, pp. 669-686.
18. Terro, M. J., “Numerical Modeling of the Behavior of Concrete Structures in Fire,” ACI Structure Journal, V. 95, No. 2, 1998, pp. 183-93.
19. Khoury G. A.; Grainger, B. N.; and Sullivan P. J. E., “Strain of Concrete During First Heating to 600˚C Under Load,” Magazine of Concrete Research, V. 37, No. 133, 1985, pp. 195-215.
20. ACI Committee 209, “Prediction of Creep, Shrinkage, and Temperature Effects in Concrete Structures,” American Concrete Institute, 1992.
21. M.A. Youssef ,M. Moftah“General stress-strain relationship for concrete at elevated temperatures”, Engineering Structures 29 (2007) 2618-2634
22. The Nationa; Fund for Scientific Research , “Effect of Transient Creep Strain Model on the Behavior of Concrete Columns Subjected to Heating and cooling,”,Fire Technology, 48, 313-329, 2012.
23. 高金盛,陳舜田“火害後鋼筋混凝土梁強度與勁度之衰減”中國土木水利工程學刊 第八卷 第三期 (民國八十五年)。
24. 黃瑞賢，「鋼筋混凝土梁柱複合構件受高溫之行為研究─普通混凝
土外柱之行為」，碩士論文，國立成功大學土木工程研究所，台南(2010)。
25. 謝承剛, 「鋼筋混凝土梁承受火害之性能設計」，碩士論文，國立成功大學土木工程研究所，台南(2012)。
26. 劉彥汶,「鋼筋混凝土柱於高溫中之熱變形預測」，碩士論文，國立成功大學土木工程研究所，台南(2013)。