Impact of Loading Protocol on the Performance of the Steel Moment Frame Connections

Document Type: Regular Paper

Authors

1 School of Civil Engineering, University of Tehran, Tehran, Iran

2 International Institute of Earthquake Engineering and Seismology

Abstract

Today, for the moment frame structures, seismic provisions of the structural engineering design codes depend on the inelastic deformation as well as inelastic capacity of the connections. A cyclic loading protocol is normally exercised for measuring such capability. This paper investigates the deformation capacity of steel moment resisting frame’s connections subjected to different loading protocols. To evaluate the performance of the connections subjected to various cyclic loads, behavior of three types of connections is studied. Behavior and capacity of each connection are assessed subjected to different loading protocols; namely ATC, FEMA and SAC. The results from this research indicate that the ATC and FEMA loading make greater demands on the connections; while SAC basic loading shows a better agreement with the target values of the loading protocol. A loading protocol has been developed taking some criteria into account in order to match the target values presented in SAC study for steel moment connection’s bam to column sub-assemblies. Then the connections were subjected once again to the proposed loading protocol and results compared to those of other loading protocols. The results reveal that the connections subjected to the proposed loading protocol provide greater deformation and strength capacity. Also, lower equivalent plastic strain and lower dissipated energy were observed when the connection is subjected to the proposed loading protocol.

Keywords

Main Subjects


[1] ATC-24 (1994) Guidelines for Cyclic Seismic Testing of Components of Steel Structures for Buildings, Applied Technology Council, Redwood City, CA., USA.

[2] Clark, P., Frank, K., Krawinkler, H., and Shaw, R. (1997) “Protocol for fabrication, inspection, testing, and documentation of beam-column connection tests and other experimental specimens,” SAC Steel Project Background Document. October, Report No. SAC/BD-97/02.

[3] Krawinkler, H., Gupta, A., Ibarra, L., Medina, R., and Luco, N. [2000] “Loading histories for seismic performance testing of SMRF components and assemblies,” SAC Steel Project Background Document. August, Report No. SAC/BD-00/10.

[4] Federal Emergency Management Agency (2007) Interim Testing Protocols for Determining the Seismic Performance Characteristics of Structural and Nonstructural Components, FEMA Report 461, Washington, USA.

[5] Behr, R.A. and Belarbi, A. (1996) “Seismic test methods for architectural glazing systems,” Earthquake Spectra, 12(1), 129–143.

[6] Krawinkler, H., Parisi, F., Ibarra, L., Ayoub, A., and Medina, R. (2001) Final Report, “Development of a testing protocol for wood frame structures,” CUREE-Caltech Wood frame Project Report, Stanford University, CA, USA.

[7] EN-12512 (2001) Timber Structures-Test methods. “Cyclic testing of joints made with mechanical fasteners,” European Committee for Standardization, Brussels.

[8] Retamales R., Mosqueda G., Filiatrault A. and Reinhorn A. (2011) “Testing protocol for experimental seismic qualification of distributed non-structural systems,” Earthquake Spectra, 27(3), 835–856.

[9] Hutchinson T., Zhang J. and Charles E. (2011) “Development of a drift protocol for seismic performance evaluation considering a damage index concept,” Earthquake Spectra, 27(4), 1049- 1076.

[10] Yu, Q. S., Gilton, C. S. and Uang, C.M. (1999) “Cyclic response of RBS moment connections: loading sequence and lateral bracing effects,” Report No. SSRP 99-13, University of California at San Diego, CA., USA.

[11] Gatto, K. S. and Uang, C.M. (2003) “Effects of loading protocol on wood frame shear wall response,” Journal of Structural Engineering, 129(10), 1384-1393.

[12] ISO, (1998) Timber Structures Joints Made with Mechanical Fasteners Quasi-Static Reversed-Cyclic Test Method, ISO/TC 165 WD 16670, Secretariat, Standards Council of Canada.

[13] Porter, M.L. (1987) “Sequential phased displacement (SPD) procedure for TCCMAR testing” Proc. of 3rd Meeting of the Joint Technical Coordinating Committee on Masonry Research, US-Japan Coordinated Research Program.

[14] Okazaki, T., Arce, G., Ryu, H.C., and Engelhardt, M. D. (2005) “Experimental study of local buckling, over strength and failure of links in EBFs,” Journal of Structural Engineering, 131(10), 1526–1535.

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

[16] Richards, P. and Uang, C.M. (2006) “Testing protocol for short links in eccentrically braced frames,” Journal of Structural Engineering, American Society of Civil Engineer, 132(8), 1183- 1191.

[17] Shafei, B. and Zareian, F. (2008) “Development of a quasi-static loading protocol for displacement-sensitive nonstructural building components,” In Proc. of the 14th World Conference on Earthquake Engineering, Beijing, China.

[18] Jiao, Y., Kishiki, S. and Yamada, S. (2012) “Loading protocols employed in evaluation of seismic behavior of steel beams in weak-beam moment frames” In Proceeding of 15th World Conference on Earthquake Engineering, Lisbon, Portugal.

[19] Bazaez, R., & Dusicka, P. (2014) “Development of Cyclic Loading Protocol for Bridge Columns Considering Subduction Zone Mega Earthquakes”, In Proceeding of the 10th National Conference in Earthquake Engineering, EERI, Anchorage, Alaska.

[20] Mergos P, Beyer K. (2014) “Loading protocols for regions of low to moderate seismicity in Europe,” Bulletin of Earthquake Engineering, 12(6), 2507-2530.

[21] Mergos, P., & Beyer, K. (2015). Loading protocols for structures designed for different behavior factors. In Proceedings of the SECED 2015 Conference (No. EPFL-CONF-217006).

[22] ISO-21581 (2010) Timber Structures-Static and cyclic lateral load test methods for shear walls, International Standards Organization, Geneva, Switzerland.

Japan Iron and Steel Federation [2002] Testing methods of the evaluation of structural performance for the steel structures, Japan.

[23] SaneeiNia, Z., Mazroi, A., and Ghassemieh, M. (2014) “Cyclic performance of flange-plate connection to box column with finger shaped plate”, Journal of Constructional Steel Research, 101, 207-223.

[24] Saneei Nia, Z., Ghassemieh, M. and Mazroi, A. (2014) “Panel zone evaluation of direct connection to box column subjected to bidirectional loading”, Structure Design of Tall and Special Buildings, 23, 833-853.

[25] Iranian national building code (2005) Design and Construction of Steel Structures, Tehran, Iran.

[26] Iranian Standard 2800 (2010]) Formulation of Building Design Codes for Earthquakes, Building and house research center, Tehran, Iran.

[27] HKS. ABAQUS user's manual version 6.4. (2003]) Hibbit, Karlsson & Sorensen Inc: 1080 Main Street, Pawtucket, RI 02860, USA.

[28] Krawinkler, H. and Zohrei, M. (1983) “Cumulative damage in steel structures subjected to earthquake ground motions,” Journal on Computers and Structures, 16, 531-541.

[29] Krawinkler, H., Zohrei, M., Lashkari, I.M., Cofie, N., and Hadidi T.H., (1983) “Recommendations for experimental studies on the seismic behavior of steel components and materials,” John A. Blume Earthquake Engineering, Center, Report No. 61, Department of Civil Engineering, Stanford University, USA.