本研究以試驗方式，探討應用高強度混凝土之鋼骨鋼筋混凝土柱之強
度與韌性行為，藉由27 支鋼骨鋼筋混凝土柱試體之組合軸力與彎矩載重試
驗，探討混凝土強度、軸力大小、與圍束型式等參數與構材行為之關係。
實驗結果顯示，提高混凝土強度可增加鋼骨鋼筋混凝土柱之極限彎矩
強度，然而試體之韌性會隨混凝土強度提高而降低，此外高強度混凝土之
鋼骨鋼筋混凝土柱保護層在試體達最大水平力時會出現縱向裂縫，使試體
承受水平力之抗彎強度驟降。另外試體在高軸力作用下雖可達較高之極限
彎矩強度，但韌性及消能能力卻大大的降低。以10 公分箍筋間距搭配使用
鋼線網之圍束方式，可增加高強度混凝土之鋼骨鋼筋混凝土柱之韌性及消
能能力，其圍束效果較以5 公分箍筋間距之緊密箍筋圍束方式佳，就圍束
效果而言以鋼線網輔助箍筋之圍束效果較僅縮小箍筋間距之效果為佳。另
依Response-2000 程式分析結果顯示，其應用於預測高強度混凝土之鋼骨
鋼筋混凝土柱彎矩強度，其準確度可達94%以上。

This study is focused on the seismic behavior of steel encased composite members with high
strength concrete. Results from twenty-seven specimens tested under combined axial and
lateral forces were used to define the relationships between seismic performance and
structural parameters, such as concrete strength, magnitude of axial load and confinement. It
is found from test result comparisons that member strength increases when concrete strength
increases, however, the member ductility is reduced accordingly. It is also found that
member’s energy dissipation capacity is significantly enhanced when confined with welded
stirrups or welded wire fabrics. Test results confirm that adding welded wire fabrics is more
effective than reducing spacing of stirrups in enhancing member ductility. Comparisons
between results from tests and analytical simulations show that RESPONSE-2000 is capable
of deriving member strength with discrepancy less than 6 percent.

參考文獻
[1]ACI (1995) Buildings Code Requirements for Structural Concrete
(ACI 318-95), American Concrete Institute, Detroit, Michigan.
[2]Load and Resistance Factor Design (1993), American Institute of
Steel Construction, Chicago, Illinois.
[3]AIJ(1991), Standards for Structural Calculation of Steel
Reinforced Concrete Structures, Architectural Institute of
Japan.
[4]Ricle, J.M.and Paboojian, S.A(1991), “Seismic Performance of
steel-encased Composite column”, Journal of Structural
Engineering, ASCE, 120(8), 2474-2494.
[5]Furlong, R.W.(1968), “Design of steel-encased concrete
beam-columns”, Journal of Structural Engineering, ASCE, 94(1),
267-281.
[6]EI-Tawil, S.,and Deierlein, G.G.(1999) “Strength and ductility
of concrete encased composite columns”, Journal of Structural
Engineering, ASCE, 125(9), 1009-1019.
[7]Cusson, D., and Paultre, P. (1995) ”Stress-strain model for
confined high-Strength concrete.” Journal of Structural
Engineering, ASCE, Vol.121, No.3, March, pp.468-477
[8]Attard, M. M. and Stewart, M. G.(1998) “A two parameter stress
block for high-strength Concrete. ”ACI Structural Journal, Vol.95,
No.3, pp.305-317
[9]Saatcioglu, M., and Razvi, S. R (1998) “High-strength concrete
with square section under concentric compression ” Journal of
Structural Engineering, ASCE, Vol.124, No.12, December,
pp.1438-1447
[10]Bayrak. O, and Sheikh, S. A., (1998) “Confinement reinforcement
design consideration for ductile HSC column.” Journal of
Structural Engineering, ASCE, Vol.124, No.9, pp.999-1010
[11]Jae-Hoon lee and Hyeok-Soo son. (2000) “Failure and strength of
high-strength concrete column subjected to eccentric loads.” ACI
Structural of Journal, Vol.97, No.1, pp.75-85
[12]Saatcioglu, M., and Razvi,S .R (1999) “Confinement model for
high-strength concrete.” Journal of Structural Engineering,
ASCE, Vol.125, No.3, March, pp.281-289
[13]Legeron, F., and Paultre, P. (2000) ”Behavior of high-strength
concrete columns under cyclic flexure and c onstant axial load.”
ACI Structural of Journal, Vol.97, No.4, pp.591-601
[14]Ibrahim, H. H. and MacGregor, J. G.(1997) “Modification of the
ACI rectangural stress block for high-strength concrete column,
“ ACI Structural Journal, Vol.94, No.1, pp. 40-48
[15]Razvi. S. R. and Saatcioglu M. (1989), "Confinement of
reinforced concrete columns with welded wire fabric", ACI
Structural Journal, Vol. 86, No. 5, pp. 615-623.
[16]Lee S. L., Mansur M. A., Tan K. H. and Kasiraju K. (1987),
"Cracking behavior of concrete tension members reinforced with
welded wire fabric", ACI Structural Journal, Vol. 84, pp.
481-489.
[17]Griezic A., Cook W. D. and Mitchell D.(1994), “Test to
determine performance of deformed welded wire fabric stirrups”,
ACI Structural Journal Vol. 91, 2 , pp. 211-220.
[18]Lee S. L., Mansur M. A., Tan K. H., and Kasiraju K. (1987),
“Cracking width in concrete members reinforced with welded wire
fabric”, ACI Structural Journal Vol. 88, 2 , pp.147-154.
[19]Saatcioglu, M., and Razvi, S. R (1992) “Strength and ductility
of confined concrete. ” Journal of Structural Engineering, ASCE,
Vol.118, No.6, June, pp.1591-1607
[20]Mander, J. B, and Priestley, J. N, and Park. R. (1989)
“Theoretical stress-strain model for confined concrete. ”
Journal of Structural Engineering, ASCE, Vol.114, No.8, August,
pp.1804-1826
[21]Bentz, E ., and Collins, M. P.,Manual Of Response-2000,(2000),
Department Of Civil Engineering ,University Of Toronto, Canada
[22]Timoshenko, S. P, and Gere, J. M., Mechanics Of Material,3rd
Ed.,McGraw-Hill Book Co.,New York, 1990
[23]翁正強、王偉傑, “被覆形樑柱極限強度之研究：剛度分配法”, 結構
工程, 第六卷, 第三期, 八十年九月, 23-43, 台北, 台灣。
[24]蔡克銓、連陽, “鋼骨鋼筋混凝土柱軸向載重行為研究”, 國立台灣大
學土木工程研究所,碩士論文, 八十四年六月。
[25]陳誠直、徐中道, “鋼骨鋼筋混凝土柱極限強度和耐震行為研究(II)”,
第三屆結構工程研討會論文集(三), 八十五年九月, 2207-2216, 墾
丁, 台灣。
[26]許協隆，王建富(2000)。彎矩與軸力組合載重下焊接鋼線網圍束之鋼
骨鋼筋混凝土動力行為研究。第五屆結構工程研討會論文集﹙頁
1279-1286﹚，溪頭，8 月28 日至30 日。