Experimental Testing and Design of High Performance Shear Links for Eccentrically Braced Frames

Abstract:

Steel links inside Eccentrically Braced Frames (EBFs) can be classified as either short, intermediate or long. The more commonly used short links yield primarily in shear and dissipate incoming energy inside the web of the link. Advances in shear link research and industry practice, particularly the increased use of bolted links, have allowed greater freedom in the design of the link section, as the section used can be decoupled from the collector beam section. Seven shear link specimens were tested inside a full scale EBF set up, and were subjected to AISC’s 2005 shear link loading protocol. Increasing levels of rotation were applied to links of varied cross-sections and intermediate stiffener spacings. Links with low web aspect ratios performed to a higher rotation than past research would have suggested, and when intermediate stiffeners were removed, they performed to an even higher rotation. Recommendations for design are presented, including a relaxation of the stiffener spacing equations when web aspect ratio criteria are met. A provision is also included to allow greater rotational ductilities in EBF frames with low web aspect shear links.

• Periodical: Key Engineering Materials (Volume 763)
• Pages: 384-393
• DOI: https://doi.org/10.4028/www.scientific.net/KEM.763.384
• Online since: February 2018
• Authors: Dimitry Volynkin-Ewens*, George Charles Clifton, Peter Dusicka
• Keywords: Bolted Replaceable Links, Code Equations, Design, Eccentrically Braced Frames (EBF), Experimental Testing, Steel Shear Links

References

[1] Popov, E., Kasai, K., Engelhardt, D. Advances in Design of Eccentrically Braced Frames, Presented at the Pacific Structural Steel Conference, Auckland, August 1986. Bulletin of the New Zealand Society for Earthquake Engineering, Vol. 20, No. 1, March (1987).

DOI: 10.5459/bnzsee.20.1.22-29

[2] Itani, A., Elfass, S., Douglas, B. Behavior of Built-Up Shear Links Under Large Cyclic Displacement, Engineering Journal, Fourth Quarter, 2003, pp.221-234.

[3] McDaniel, C., Uang, C. M., and Seible, F. Cyclic testing of built-up steel shear links for the new bay bridge., Journal of Structural Engineering, 129(6), 801–809, (2003).

DOI: 10.1061/(asce)0733-9445(2003)129:6(801)

[4] Stratan, A., and Dubina, D. (2004). Bolted links for eccentrically braced steel frames., Proc., 5th Int. Workshop on Connections in Steel Structures V, Delft Univ. of Technology, Netherlands, 223–232.

[5] Okazaki, T., Arce, G., Ryu, H., Engelhardt, M. Experimental Study of Local Buckling, Overstrength and Fracture of Links in Eccentrically Braced Frames, Journal of Structural Engineering, Vol. 131, No. 10, October, 2005, pp.1526-1535. ISSN 0733-9445/2005/10-1526–1535. DOI: 10. 1061/(ASCE)0733-9445(2005).

DOI: 10.1061/(asce)0733-9445(2005)131:10(1526)

[6] Dubina, D., Stratan, A., and Dinu, F. (2008). Dual high-strength steel eccentrically braced frames with removable links., Earthquake Eng. Struct. Dyn., 37(15), 1703–1720.

DOI: 10.1002/eqe.828

[7] Mansour, N., Christopoulos, C., Tremblay, R. Experimental Validation of Replaceable Shear Links for Eccentrically Braced Steel Frames,. Journal of Structural Engineering, Vol. 137, No. 10, October, 2011. ISSN 0733-9445/2011/10-1141–1152. DOI: 10. 1061/(ASCE)ST. 1943-541X. 0000350.

DOI: 10.1061/(asce)st.1943-541x.0000350

[8] Dusicka, P., Itani, A., Buckle, I. "Cyclic Behavior of Shear Links of Various Grades of Plate Steel: Journal of Structural Engineering, Vol. 136, No. 4, April 2010. ISSN 0733-9445/2010/4-370–378. DOI: 10. 1061/(ASCE)ST. 1943-541X. 0000131.

DOI: 10.1061/(asce)st.1943-541x.0000131

[9] Richards, P. Uang, C. Testing Protocol for Short Links in Eccentrically Braced Frames, Journal of Structural Engineering, Vol. 132, No. 8, August, 2006. ISSN 0733-9445/2006/8-1183–1191. DOI: 10. 1061/(ASCE)0733-9445(2006)132: 8(1183).

DOI: 10.1061/(asce)0733-9445(2006)132:8(1183)

[10] American Institute of Steel Construction (AISC). (2005). Seismic Provisions for Structural Steel Buildings,. ANSI/AISC 341-05, Chicago.

DOI: 10.1201/b11248-16

[11] Stephens, M., Dusicka, P. Continuously Stiffened Composite Web Shear Links: Tests and Numerical Model Validation,. Journal of Structural Engineering, Vol 140, No. 7, July, 2014. DOI: 10. 1061/(ASCE)ST. 1943-541X. 0000996, 04014040.

DOI: 10.1061/(asce)st.1943-541x.0000996

[12] Berman, J. W., Clayton, P. M., Lowes, L. N., Bruneau, M., Fahnestock, L. A., Tsai, K. C. Development of a Recentering Steel Plate Shear Wall and Addressing Critical Steel Plate Shear Wall Research Needs,. Proceedings of the 9th U.S. National Conference on Earthquake Engineering, 2010, Toronto, Ontario, Canada. Paper No 1087.

DOI: 10.1061/41016(314)102

[13] Kasai, K., Popov, E. Cyclic Web Buckling Control for Shear Link Beams, Journal of Structural Engineering, Vol. 112, No. 3, March, 1986, pp.505-523. ISSN: 0733-9445/86/0003-0505/$01. 00. Paper No. 20451.

DOI: 10.1061/(asce)0733-9445(1986)112:3(505)

[14] Gerard, G., Critical Shear Stress of Plates above the Proportional Limit, Journal of Applied Mechanics, Vol. 15, No. 1, March, 1948, pp.7-1 [as cited by Kasai & Popov (1986)].

DOI: 10.1115/1.4009752