Experimental Performance of Seismic Steel Beam-Column Moment Joints
Publication: Journal of Structural Engineering
Volume 121, Issue 6
Abstract
The performance of 10 seismic beam-to–wide-flange-column moment-connection specimens using bolted-web–welded-flange (BWWF) details is critically assessed. Key parameters include beam-flange–to–entire-beam-section plastic modulus ratio, Z f /Z; supplemental web bolts; supplemental web welds; and column panel-zone strength. Experimental results indicate that the cyclic plastic rotational capacities of the BWWF connections range between 0.009 and 0.018 rad, with no apparent relationship to the Z f /Z ratio. The ultimate beam-flange flexural strength, Z f F u, accurately predicts the ultimate moment capacities of the BWWF connections. Using 1.2 M p −Z f F u as the flexural-strength requirement, the supplemental web welds, but not the supplemental web bolts, significantly enhance the strength, ductility, and energy absorbing capacity of the BWWF connections. Using 0.8 Z f F u as the design yield strength for two beam-column panel zones, inelastic-beam and panel-zone deformations were developed simultaneously.
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References
1.
American Institute of Steel Construction (AISC). (1994). “Executive summary, interim observations and recommendations of AISC Special Task Committee on the Northridge Earthquake.” Chicago, Ill.
2.
Building Research Institute. (1991). “Recommended ductility requirements and commentary for building structures,”Rep., Ministry of Interior of Republic of China, Chinese Soc. of Struct. Engrg. (CSSC), Taipei, Taiwan.
3.
Engelhardt, M. D., and Husain, A. S.(1993). “Cyclic-loading performance of welded flange-bolted web connections.”J. Struct. Engrg., ASCE, 119(12), 3537–3550.
4.
Krawinkler, H. (1978). “Shear in beam-column joints in seismic design of steel frames.”Engrg. J., Am. Inst. of Steel Constr. (AISC), 15(3).
5.
Load and resistance factor design specifications for structural steel buildings. (1986). Am. Inst. of Steel Constr. (AISC), Chicago, Ill.
6.
Popov, E. P., Amin, N. R., Louis, J. J. C., and Stephen, R. M.(1985). “Cyclic behavior of large beam-column assemblies.”Engrg. J., 23(1), 9–23.
7.
Specifications of seismic provisions for structural steel buildings. (1992). Am. Inst. of Steel Constr. (AISC), Chicago, Ill.
8.
Structural welding code—Steel. (1992). Am. Welding Soc., Miami, Fla.
9.
Tsai, K. C. (1992). “Design of steel beam-to-box column connections for seismic load.”Proc., 1st World Conf. on Constructional Steel Des., Elsevier Applied Science, New York, N.Y.
10.
Tsai, K. C., and Popov, E. P. (1988). “Steel beam-column joints in seismic moment resisting frames.”Rep. No. UCB/EERC 88/19, Earthquake Engrg. Res. Ctr., Univ. of California, Berkeley, Calif.
11.
Tsai, K. C., and Popov, E. P.(1990). “Seismic panel zone design effects on elastic story drift of steel frames.”J. Struct. Engrg., ASCE, 116(12), 3285–3301.
12.
Tsai, K. C., and Popov, E. P. (1993). “Seismic design of steel beam-to-box column connections.”Struct. Engrg. in Natural Hazards Mitigation: Proc. of Struct. Cong., ASCE, New York, N.Y.
13.
Tsai, K. C., and Wu, S. (1993). “Behavior and design of seismic moment resisting beam-column joints.”Rep. No. R82-10, Ctr. for Earthquake Engrg. Res., Nat. Taiwan Univ., Taipei, Taiwan.
14.
Uniform building code. (1991). Int. Conf. of Build. Officials, Whittier, Calif.
Information & Authors
Information
Published In
Journal of Structural Engineering
Volume 121 • Issue 6 • June 1995
Pages: 925 - 931
Copyright
Copyright © 1995 American Society of Civil Engineers.
History
Published online: Jun 1, 1995
Published in print: Jun 1995
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