Shear Capacity of Rectangular Duct Panel Experiencing Internal Pressure
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.
[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.
[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.
@article{"International Journal of Architectural, Civil and Construction Sciences:71591", author = "K. S. Sivakumaran and T. Thanga and B. Halabieh", title = "Shear Capacity of Rectangular Duct Panel Experiencing Internal Pressure", 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.", volume = "9", number = "12", pages = "1556-6", }