Volume 2, Issue 1 (9-2017)                   NMCE 2017, 2(1): 37-48 | Back to browse issues page

XML Print

Download citation:
BibTeX | RIS | EndNote | Medlars | ProCite | Reference Manager | RefWorks
Send citation to:

Ghalamzan Esfahani F, Fanaie N. Finite element analysis of a rigid beam to column connection reinforced with channels . NMCE 2017; 2 (1) :37-48
URL: http://nmce.kntu.ac.ir/article-1-105-en.html
1- M.Sc. in Structural Engineering, Department of civil engineering, K. N . Toosi University of Technology, Iran,
2- Assistance professor, Department of civil engineering, K. N . Toosi University of Technology, Iran , fanaie@kntu.ac.ir
Abstract:   (1562 Views)


This research work presents a new rigid connection constructed with channels. In order to assess its hysteresis behavior, three specimens with different cover plates and six specimens with different panel zone thickness have been considered. The energy absorbed by the connection and the behavior of the panel zone were studied during cyclic loading and compared with those of connection specimens constructed with ribs, as presented in previous researches. Based on the performed analyses, the connection constructed with channels can withstand a rotation of 0.06 radian without considerable strength reduction. In addition, more energy was absorbed in the suggested connection compared to the connection constructed with ribs, while lower rotation was created in the panel zone. Furthermore, the results of the absorbed energy and panel zone rotation are close in both kinds of connection when different lengths of cover plates are used..
Full-Text [PDF 1235 kb]   (1028 Downloads)    
Type of Study: Research | Subject: Special
Received: 2017/01/17 | Revised: 2017/05/10 | Accepted: 2017/06/8 | ePublished ahead of print: 2017/06/22

1. [1] American Institute of Steel Construction (AISC). (2010). ''Seismic Provisions for Structural Steel Buildings.'' Chicago.
2. [2] American Institute of Steel Construction (AISC). (2010). ''Specification for Structural Steel Buildings.'' Chicago.
3. [3] Arlekar, J .N., Murty, C. V. R. (2004). ''Improved Truss Model for Design of Welded Steel Moment-Resisting Frame Connections.'' J. Struct. Eng., 130(3), 498-510. [DOI:10.1061/(ASCE)0733-9445(2004)130:3(498)]
4. [4] Chen, C. C., Chen, S. W., Chung, M. D, Lin, M. C. (2004). ''Cyclic behavior of unreinforced and rib-reinforced moment connections.'' Journal of Constructional Steel Research, 61, 1-21. [DOI:10.1016/j.jcsr.2004.06.005]
5. [5] Chen, C.C., Lin, C.C., Tsai, C. L. (2004). ''Evaluation of reinforced connections between steel beams and box columns.'' Engineering Structures, 26, 1889-1904. [DOI:10.1016/j.engstruct.2004.06.017]
6. [6] Chen, C.C., Lu, C.A., Lin, C.C. (2005). ''Parametric study and design of rib-reinforced steel moment connections.'' Engineering Structures, 27, 699-708. [DOI:10.1016/j.engstruct.2004.12.007]
7. [7] Federal Emergency Management Agency (FEMA). (2000). ''Recommended seismic design criteria for new steel moment-frame buildings.'' FEMA 350, SAC Joint Venture, Calif.
8. [8] Federal Emergency Management Agency (FEMA). (2000). ''State of the Art Report on Connection Performance.'' FEMA 355d, SAC Joint Venture, Calif.
9. [9] Goel, S. C., Stojadinovic, B. and Lee, H. K. (1996). ''A new look at steel moment connections.'' Rep. No. UMCEE 96-19, Univ. of Michigan College of Engineering.
10. [10] Goel, S. C., Stojadinovic, B., Lee, H. K. (1997). ''Truss Analogy for Steel Moment Connections.'' Eng. J., Second Quarter, 43-53.
11. [11] Goel, S.C., Lee, K.H., Stojadinovic, B. (2000). ''Design of Welded Steel Moment Connections Using Truss Analogy.'' Eng. J., First Quarter, University of Utah Interlibrary Loan.
12. [12] Goswami, R., Murty, C. V. R. (2010). ''Externally Reinforced Welded I-Beam-to-Box-Column Seismic Connection.'' J. Eng. Mech., 136(1), 23-30. [DOI:10.1061/(ASCE)0733-9399(2010)136:1(23)]
13. [13] Hibbitt, D., Karlsson, B., Sorensen, P. (2011). Simulia ABAQUS 6 .11 Users' Manual.
14. [14] Lee, C. H. (2005). ''Review of force transfer mechanism of welded steel moment connections.'' Journal of Constructional Steel Research, 62, 695-705. [DOI:10.1016/j.jcsr.2005.11.005]
15. [15] Lee, K. H.,Goel, S. C.,Stojadiovic, B. (1998). ''Boundary Effects in Welded Steel Moment Connections.'' Proc., 6th U.S. National Conf. on Earthquake Engineering.
16. [16] Lee, K.H.,Goel, S. C.,Stojadinovic, B. (2000). ''Boundary Effects in Steel Moment Connections.'' Paper No. 1098, Proc., 12th World Conf. on Earthquake Engineering, Auckland, New Zealand.
17. [17] Lee, C. H., Jung, J. H., Oh, M. H., Koo, E. S. (2005). ''Experimental Study of Cyclic Seismic Behavior of Steel Moment Connections Reinforced with Ribs.'' Journal of Structural Engineering, 131(1), 108-118. [DOI:10.1061/(ASCE)0733-9445(2005)131:1(108)]
18. [18] Mahin, S.,Malley, J., Hamburger R. (2002). ''Overview of the FEMA/SAC Program for Reduction of Earthquake Hazards in Steel Moment Frame Structures.'' Journal of Constructional Steel Research, 58, 511-528, 2002. [DOI:10.1016/S0143-974X(01)00088-8]
19. [19] Miller, D.K. (1998). ''Lessons Learned from the Northridge Earthquake.'' Eng. Struct., 20( 4-6), 249-260. [DOI:10.1016/S0141-0296(97)00031-X]
20. [20] Tremblay, R., Timler, P., Bruneau, M., Filiatrault, A. (1995). ''Performance of steel structures during the 1994 Northridge earthquake.'' Can. J. Civ. Eng., 22, 338-360. [DOI:10.1139/l95-046]

Add your comments about this article : Your username or Email:

Send email to the article author