International Journal of Steel Structures

, Volume 19, Issue 1, pp 82–95 | Cite as

Finite Element Analysis of Weak-Axis Composite Connections Under Cyclic Loading

  • Yinglu Xu
  • Linfeng LuEmail author
  • Hong Zheng


This paper describes a numerical study on weak-axis composite connection through the nonlinear finite element program ABAQUS. After the simulation and validation of experimental results, a total of 16 models were created to investigate the influence of the different parameters on the structural performance, and their hysteresis responses, rupture index distribution of beam flange welds were discussed in detail. The RBS connection scheme could develop extensive inelastic deformation in RBS region, thus reducing the weld rupture possibility. The thicker the concrete slab, the larger the bending moment under positive bending, and the higher the RI values at the beam bottom flange weld and also the neutral axis. The structural behavior was insensitive to the variation of the parameter reinforcement ratio as the reinforcements did not work well, and it is recommended to arrange reinforcements according to the construction requirements. Changing the weld access hole form has a little influence on the bearing capacity and rotation capacity, but the PEEQ and RI distributions are sensitive to this parameter. The design option of long access holes could provide a further means to reduce the fracture possibility of beam flange groove weld to a reasonable level, thus achieving a favorable performance of weak-axis column bending connections in a composite moment-resisting frame.


Finite element modeling Internal composite connection Weak-axis Cyclic loading 



The authors would like to thank the financial support provided by Nature Science Foundation of China (NSFC) (51278061) and the Fundamental Research Funds for the Central Universities-Cultivation (300102288201) for the financial support.


  1. Bursi, O. S., & Jaspart, J. P. (1998). Basic issues in the finite element simulation of extended end plate connections. Computers & Structures, 69, 361–382.zbMATHGoogle Scholar
  2. Cabrero, J. M., & Bayo, E. (2007). The semi-rigid behavior of three-dimensional steel beam-to-column joints subjected to proportional loading. Part I. Experimental evaluation. Journal of Constructional Steel Research, 63(9), 1241–1253.Google Scholar
  3. Chen, P. Y. (2015). The effect of slab on minor axis flush end-plate connections’ initial rotational stiffness (pp. 10–26). Guangzhou: South China University of Technology.Google Scholar
  4. Chen, S. J., & Chao, Y. C. (2001). Effect of composite action on seismic performance of steel moment connections with reduced beam sections. Journal of Constructional Steel Research, 57(4), 417–434.Google Scholar
  5. Cheng, C. T., Chan, C. F., & Chung, L. L. (2007). Seismic behavior of steel beams and CFT column moment-resisting connections with floor slabs. Journal of Constructional Steel Research, 63(11), 1479–1493.Google Scholar
  6. Engelhardt, M. D., Winnerberger, T., Zekany, A. I., et al. (1996). The dogbone connection: part II. Modern Steel Connection, 36(8), 46–55.Google Scholar
  7. ENV1993-1-8. (2005). Eurocode 3: design of steel structures: part 1.8 design of joint. Brussels: CEN.Google Scholar
  8. FEMA-350. (2000). Recommended seismic design criteria for new steel moment-frame buildings. Washington, DC: Federal Emergency Management Agency.Google Scholar
  9. FEMA-351. (2000). Recommended seismic evaluation and upgrade criteria for existing welded steel moment-frame buildings. Washington, DC: Federal Emergency Management Agency.Google Scholar
  10. GB 50010-2010. (2010). Code for design of concrete structures. Beijing: China Architecture & Building Press.Google Scholar
  11. GB 50011-2010. (2010). Code for seismic design of buildings. Beijing: China Architecture & Building Press.Google Scholar
  12. GB 50017-2017. (2017). Standard for design of steel structures. Beijing: China Architecture & Building Press.Google Scholar
  13. Gilton, C. S., & Uang, C. M. (2002). Cyclic response and design recommendations of weak-axis reduced beam section moment connections. Journal of Structural Engineering, 128(4), 452–463.Google Scholar
  14. JASS 6. (2007). Structural steelwork specification for building construction. Tokyo: Architectural Institute of Japan.Google Scholar
  15. Kim, S. D., Kim, S. S., & Ju, Y. K. (2008). Strength evaluation of beam-column connection in the weak axis of H-shaped column. Engineering Structures, 30(6), 1699–1710.Google Scholar
  16. Kim, T., Whittaker, A. S., Gilani, A. S. J., et al. (2002). Cover-plate and flange-plate steel moment-resisting connections. Journal of Structural Engineering, 128(4), 474–482.Google Scholar
  17. Loureiro, A., Moreno, A., Gutiérrez, R., et al. (2012). Experimental and numerical analysis of three-dimensional semi-rigid steel joints under non-proportional loading. Engineering Structures, 38(5), 68–77.Google Scholar
  18. Lu, L., Xu, Y., & Lim, J. B. P. (2018). Mechanical performance of a new I-section weak-axis column bending connection. Steel and Composite Structures, 26(1), 31–44.Google Scholar
  19. Lu, L., Xu, Y., & Zheng, H. (2017). Investigation of composite action on seismic performance of weak-axis column bending connections. Journal of Constructional Steel Research, 129, 286–300.Google Scholar
  20. Nakashima, M., Matsumiya, T., Suita, K., et al. (2007). Full-scale test of composite frame under large cyclic loading. Journal of Structural Engineering, 133(2), 297–304.Google Scholar
  21. Nie, J. G., Huang, Y., Yi, W., et al. (2012). Seismic behavior of CFRSTC composite frames considering slab effects. Journal of Constructional Steel Research, 68(1), 165–175.Google Scholar
  22. Salvatore, W., Bursi, O. S., & Lucchesi, D. (2005). Design, testing and analysis of high ductile partial-strength steel-concrete beam-to-column joints. Computers & Structures, 83(28–30), 2334–2352.Google Scholar
  23. Shi, Y., Li, Z., Chen, H., et al. (2002). Experimental research on cyclic behavior of new types of beam-column connections in highrise steel frames. Journal of Building Structures, 23(3), 2–7.Google Scholar
  24. Shim, H. J., Lee, E. T., Kim, S. B., et al. (2014). Development and performance evaluation of weak-axis column bending connections for advanced constructability. International Journal of Steel Structures, 14(2), 369–380.Google Scholar
  25. Uang, C. M., Yu, Q., Noel, S., et al. (2000). Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch. Journal of Structural Engineering, 126(1), 57–68.Google Scholar
  26. Wang, J. F., & Zhang, N. (2017). Performance of circular CFST column to steel beam joints with blind bolts. Journal of Constructional Steel Research, 130(3), 36–52.Google Scholar
  27. Youssef, N. F. G., Bonowitz, D., Gross, J. L. (1995). A survey of steel moment-resisting frame buildings affected by the 1994 Northridge earthquake. Report NISTIR 5625, Gaithersburg, MD.Google Scholar
  28. Zhang, X., & Ricles, J. (2006). Experimental evaluation of reduced beam section connections to deep columns. Journal of Structural Engineering, 132(2), 346–357.Google Scholar

Copyright information

© Korean Society of Steel Construction 2018

Authors and Affiliations

  1. 1.School of Civil EngineeringXi’an University of Architecture and TechnologyXi’anChina
  2. 2.School of Civil EngineeringChang’ an UniversityXi’anChina

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