Reliability of T-stub pre-stressed connections using numerical model

Document Type: Original Article

Authors

Master of Civil Engineering, Hydraulic, Islamic Azad University of Roudhan Branch, Tehran, Iran.

Abstract

In this paper, the reliability of T-stub pre-stressed connections is investigated using the numerical model. The T-stub connection is considered as a bolted one usually in the semi-rigid range. By selecting a test specimen, the T-stub bolted connection is initially simulated in the Abaqus finite element software to determine software validation and the modeling method used in this research. Then, the structural elements, loading, materials and type of analysis used in the test are introduced and 52 samples of T-stub connection controlled with construction and design constraints are determined to specify a series of targeted data through the changes in the geometric configuration and material strength of the T-stub connection elements. Finally, by performing nonlinear analyses in Abaqus finite element software and determining the limit state function of maximum tensile load of bolts in terms of random variables such as the bolt diameter, width and thickness of section flange, width and thickness of section at two performance levels, namely yielding and failure of web plate, the reliability is analyzed by Monte Carlo statistical method. The results of the probability of failure (PF) were zero for all samples under both performance levels. This is because the requirement for the failure mode not being occurred in the web of T-stub connection was observed when selecting the specimens. Therefore, the determined T-stub connection specimens are of strong bolted type and hence, the probability of failure (PF) becomes zero, which is the probability of the bolt being yielded in the unthreaded section after the web plate is yielded, and the failure of bolt in the threaded section after the failure of the web plate.

Keywords


[1] Young CR, Jackson KB. The relative rigidity of welded and riveted connections. Canadian Journal of Research. 1934 Jul 1;11(1):62-100. [View at Google Scholar] ; [View at Publisher].

 [2] Rathbun JC. Elastic properties of riveted connections. American Society of Civil Engineers Transactions. 1936. [View at Google Scholar] ; [View at Publisher].

 [3] Douty RT, McGuire W. High strength bolted moment connections. Journal of the structural Division. 1965 Apr;91(2):101-28. [View at Google Scholar] ; [View at Publisher].

 [4] Dubina D, Stratan A, Muntean N, Dinu F. Experimental program for evaluation of moment beam-to column joints of high-strength steel components. Connections in Steel Structures VI. 2008 Jun: 355-66. [View at Google Scholar].

 [5] Nair RS, Birkomoe PC, Munse WH. High strength bolts subject to tension and prying. Journal of the Structural Division. 1974 Feb;100(st2). [View at Google Scholar] ; [View at Publisher].

 [6] Agerskov H. High-strength bolted connections subject to prying. Journal of the Structural Division. 1976 Jan;102(ASCE# 11840). [View at Google Scholar] ; [View at Publisher].

 [7] Moore DB, Sims PA. Preliminary investigations into the behaviour of extended end-plate steel connections with backing plates. Journal of Constructional Steel Research. 1986 Jan 1;6(2):95-122. [View at Google Scholar] ; [View at Publisher].

 [8] Bursi OS. Quasi-Static Monotonic and Low-Cyclic Behavior of Steel Isolated Tee Stub Connections. Behavior Steel Structure Seismic Areas, STESSA1997. 1997:554-63. [View at Google Scholar] ; [View at Publisher].

 [9] Swanson JA. Characterization of the strength, stiffness, and ductility behavior of T-stub connections (Doctoral dissertation, Georgia Institute of Technology). [View at Google Scholar] ; [View at Publisher].

 [10] Smallidge JM. Behavior of bolted beam-to-column T-stub connections under cyclic loading (Doctoral dissertation, Georgia Institute of Technology). [View at Google Scholar] ; [View at Publisher].

 [11] Popov EP, Takhirov SM. Bolted large seismic steel beam-to-column connections Part 1: experimental study. Engineering structures. 2002 Dec 1;24(12):1523-34. [View at Google Scholar] ; [View at Publisher].

[12] Piluso V, Rizzano G. Random material variability effects on full-strength end-plate beam-to-column joints. Journal of constructional steel research. 2007 May 1;63(5):658-66. [View at Google Scholar] ; [View at Publisher].

 [13] Hantouche EG, Rassati GA, Kukreti AR, Swanson JA. Built-up T-stub connections for moment resisting frames: Experimental and finite element investigation for prequalification. Engineering Structures. 2012 Oct 1;43:139-48. [View at Google Scholar] ; [View at Publisher].

 [14] Zoetemeijer, P. (1990). Summary of the research on bolted beam-to-column connections, Delft: Sevin laboratory, Steel structures Delft University of technology, Report 25-6-90. [View at Google Scholar].

  [15] Demonceau JF, Weynand K, Jaspart JP, Müller C. Application of Eurocode 3 to steel connections with four bolts per horizontal row. InProceedings of the SDSS'Rio 2010 conference 2010 (pp. 199-206). Rio de Janeiro. [View at Google Scholar] ; [View at Publisher].

 [16] Kloiber LA, Muir L. The 2010 AISC Specification: Changes in Design of Connections. Modern Steel Construction. 2010 Sep;50(9):53-5. [View at Google Scholar] ; [View at Publisher].

 [17] Bratley P, Fox BL, Schrage LE. A guide to simulation. Springer Science & Business Media; 2011 Jun 28. [View at Google Scholar] ; [View at Publisher].