Shear Capacity of Rectangular Duct Panel Experiencing Internal Pressure
Commenced in January 2007
Frequency: Monthly
Edition: International
Paper Count: 33087
Shear Capacity of Rectangular Duct Panel Experiencing Internal Pressure

Authors: K. S. Sivakumaran, T. Thanga, B. Halabieh

Abstract:

The end panels of a large rectangular industrial duct, which experience significant internal pressures, also experience considerable transverse shear due to transfer of gravity loads to the supports. The current design practice of such thin plate panels for shear load is based on methods used for the design of plate girder webs. The structural arrangements, the loadings and the resulting behavior associated with the industrial duct end panels are, however, significantly different from those of the web of a plate girder. The large aspect ratio of the end panels gives rise to multiple bands of tension fields, whereas the plate girder web design is based on one tension field. In addition to shear, the industrial end panels are subjected to internal pressure which in turn produces significant membrane action. This paper reports a study which was undertaken to review the current industrial analysis and design methods and to propose a comprehensive method of designing industrial duct end panels for shear resistance. In this investigation, a nonlinear finite element model was developed to simulate the behavior of industrial duct end panel, along with the associated edge stiffeners, subjected to transverse shear and internal pressures. The model considered the geometric imperfections and constitutive relations for steels. Six scale independent dimensionless parameters that govern the behavior of such end panel were identified and were then used in a parametric study. It was concluded that the plate slenderness dominates the shear strength of stockier end panels, and whereas, both the plate slenderness and the aspect ratio influence the shear strength of slender end panels. Based on these studies, this paper proposes design aids for estimating the shear strength of rectangular duct end panels.

Keywords: Thin plate, transverse shear, tension field, finite element analysis, parametric study, design.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1110437

Procedia APA BibTeX Chicago EndNote Harvard JSON MLA RIS XML ISO 690 PDF Downloads 1972

References:


[1] Timoshenko, S. P., Gere, J. M., (1961), “Theory of Elastic Stability.” 2nd Edition. McGraw-Hill, New York.
[2] Basler, K. (1961), “Strength of Plate Girders in Shear.” Journal of the Structural Division, In Proceedings of the American Society of Civil Engineers 87 (ST7), 151-180.
[3] AISC ASD, (1963), “Manual of Steel Construction- Allowable Stress Design” American Institute of Steel Construction, Chicago.
[4] Porter, D.M. Rockey, K.C. and Evans, H.R. (1975), The collapse behavior of plate girders loaded in shear, Structural Engineer, Vol. 53, No.8, , pp. 313–325.
[5] Marsh C, Ajam W, and Ha H. (1988), Finite element analysis of postbuckled shear webs. Journal of Structural Engineering, Vol. 114, No. 7, pp.1571–87.
[6] Yoo, C.H., and Lee, S.C. (2006), Mechanics of web panel postbuckling behavior in shear, Journal of Structural Engineering, Vol. 132, No. 10, pp.1580–9.
[7] Alinia, M. M. Maryam, Shakiba, and Habashi, H.R. (2009), Shear failure characteristics of steel plate girders, Thin-Walled Structures, Vol. 47, No. 12, pp.1498–506.
[8] AISC, (2010) Specification for Structural Steel Buildings, ANSI/AISC 360-10, American Institute of Steel Construction, Chicago, Illinois, U.S.A.
[9] ADINA, (2009), ADINA 8.5 user manual, ADINA R & D Inc, Watertown, MA, USA.
[10] Paik, J. K., and Thayamballi, A.K., (2003), “Ultimate Limit State Design of Steel-Plated Structures” Wiley, Edition 1.
[11] Thanga, T., Sivakumaran, K. S., and Halabieh, B., (2013), "Stiffened Plates of Rectangular Industrial Ducts", Canadian Journal of Civil Engineering, Vol. 40, No. 4: pp. 334-342 (April, 2013).
[12] Langhaar, H.L., (1951), “Dimensional Analysis and Theory of Models.” John Wiley, N.Y.