Commenced in January 2007
Paper Count: 30174
Modeling of PZ in Haunch Connections Systems
Abstract:Modeling of Panel Zone (PZ) seismic behavior, because of its role in overall ductility and lateral stiffness of steel moment frames, has been considered a challenge for years. There are some studies regarding the effects of different doubler plates thicknesses and geometric properties of PZ on its seismic behavior. However, there is not much investigation on the effects of number of provided continuity plates in case of presence of one triangular haunch, two triangular haunches and rectangular haunch (T shape haunches) for exterior columns. In this research first detailed finite element models of 12tested connection of SAC joint venture were created and analyzed then obtained cyclic behavior backbone curves of these models besides other FE models for similar tests were used for neural network training. Then seismic behavior of these data is categorized according to continuity plate-s arrangements and differences in type of haunches. PZ with one-sided haunches have little plastic rotation. As the number of continuity plates increases due to presence of two triangular haunches (four continuity plate), there will be no plastic rotation, in other words PZ behaves in its elastic range. In the case of rectangular haunch, PZ show more plastic rotation in comparison with one-sided triangular haunch and especially double-sided triangular haunches. Moreover, the models that will be presented in case of triangular one-sided and double- sided haunches and rectangular haunches as a result of this study seem to have a proper estimation of PZ seismic behavior.
Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1058329Procedia APA BibTeX Chicago EndNote Harvard JSON MLA RIS XML ISO 690 PDF Downloads 1655
 M. D. Eenglehardt, A. S. Hussein "Cyclic loading performance of welded -bolted", J. Struct Engrg, ASCE 1993;119(12)
 W. M. Chi, A. R. Deierilein, "Fractures toughness demands in welded beam-column moment connections", J Struct Engrg, ASCE 2000;126(1).
 S. El-Tawil, "Panel zone yielding in steel moment connection", J Struct Engrg, AISC 2000;3qrt00;120(31).
 E.P. Popov, M. M. Blondet, L. Stepamov, and B. Stojadinvic, "Full- scale Steel Beam Column Connection Tests", SAC 96-01 Part 2. SAC- joint Venture, 1996.
 Engelhardt, Shuey, "Full-scale Steel Beam Column Connection Tests", SAC 96-01 Part 2. SAC-joint Venture, 1996
 S.C Goel, B. Stojadinvic.and K. H. Lee, "Truss Analogy for Steel Moment Connections", Engineering Journal, AISC, Vol.34,No. 2, ,pp. 42-53, 1997.
 K. Yu, S. Noel, and C. M. Uang, "Experimental studies on seismic rehabilitation of pre-northridge steel moment connections :RBS and Haunch approach", report NO. SSRP-1997/08 University of California Sandiego, 1997.
 Federal Emergency Management Agency (FEMA), ''Experimental investigations of beam-column sub assemblages'', Report SAC-96-01, Part 1, SAC Joint Venture, Sacramento (CA), 1996.
 Federal Emergency Management Agency (FEMA), ''Experimental investigations of beam-column sub assemblages'', Report SAC-96-02, Part 1, SAC Joint Venture, Sacramento (CA), 1996.
 Federal Emergency Management Agency (FEMA), ''Recommended seismic design criteria for new steel moment frame buildings'', FEMA- 273, prepared by the SAC Joint Venture for FEMA, Washington, D.C., 2000.
 H. Gupta and H. Krawinkler, "Seismic for performance evaluation of steel moment resisting frame structures" John A. Blume earthquake Engrg.Ctr. Rep.No.132,Dept.of Civil and Evir. Engrg.,standford University, standford, Calif. 1999.
 Federal Emergency Management Agency (FEMA), ''Recommended seismic design criteria for new steel moment frame buildings'', FEMA- 355D, prepared by the SAC Joint Venture for FEMA, Washington, D.C. 2000.