Behaviour of Endplate Joints Subjected to Elevated Temperature after Cyclic Loads
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This paper presents the performance of an end-plate joint at elevated temperature after cyclic loads. Prime interest of the end-plate joints, subjected to elevated temperature, lies on the effect of three kinds of external conditions: monotonic loads, cyclic loads and local damages. Parametric studies have been systematically conducted using simplified models. The Behaviour of endplate joints subjected to high temperature is examined under two levels of damage caused to the structure, i.e., deformation damage and fracture damage under earthquake. Numerical results indicate that dead loads on beam and material properties of endplate joints are still playing a significant role in fire resistance. Under only deformation damage, the dominance of joints’ resistance to fire is still primarily the property of the material itself. Once experiencing fracture damage, for instance endplates fracture and bolts breakage, the behaviour of joints will degrade severely in post-earthquake fire. The results of this study demonstrate that the deformation damages has limited effect on the endplate joint at elevated temperature after an earthquake. The achieved results can be adopted during the design stage in order to minimize the probability of collapse in the fire.
Keywordscapacity assessment damage detection fault rupture seismic damage risk analysis
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- European Committee for Standardization (CEN) (2005). Eurocode 3:Design of steel structures, Part 1-1: General rules and rules for buildings. EN1993-1-1,Brussels.Google Scholar
- European Committee for Standardization (CEN) (2005). Eurocode 3:Design of steel structures, Part 1-2:general rules-structural fire design. EN1993-1-2,Brussels.Google Scholar
- Ghobarah, A., Korol, R. M., and Osman, A. (1992). “Cyclic behavior of extended end-plate joints.” Journal of Structural Engineering, American Society of Civil Engineers, Vol. 118, No. 5, pp. 1333–1353, DOI: 10.1061/(ASCE)0733-9445(1992)118:5(1333).Google Scholar
- International Standards Organisation (1999). ISO 834-1: Fire-resistance tests-Elements of building construction, Part 1: General requirements.Google Scholar
- Manual, A. U. (2012). Abaqus 6.12. Dassault Systèmes Simulia Corp., Providence, RI, USA.Google Scholar
- NIST (2008). Final Report on the Collapse of World Trade Center Building 7, Federal Building and Fire Safety Investigation of the World Trade Center Disaster. NIST NCSTAR 1A, USA.Google Scholar
- Roeder, C. and Foutch, D. (1996). “Experimental results for seismic resistant steel moment frame connections.” Journal of Structural Engineering, American Society of Civil Engineers, Vol. 122, No. 6, pp. 581–588, DOI: 10.1061/(ASCE)0733-9445(1996)122:6(581).Google Scholar
- SAC (1995). Interim guidelines: evaluation, repair, modification and design of steel moment frames. Emergency Management Agency, report no. SAC-95-02.Google Scholar
- Wang, Y. C., Dai, X. H., and Bailey, C. G. (2011). “An experimental study of relative structural fire behaviour and robustness of different types of steel joint in restrained steel frames.” Journal of Constructional Steel Research, Vol. 67, No. 7, pp. 1149–1163, DOI: 10.1016/j.jcsr.2011.02.008.CrossRefGoogle Scholar