Advanced Steel Construction

Vol. 6, No. 4, pp. 1001-1018 (2010)



Marisa Pecce* and Francesca Ceroni

Department of Engineering, University of Sannio

Piazza Roma 21, 82100, Benevento, Italy

*(Corresponding author: E-mail: This email address is being protected from spambots. You need JavaScript enabled to view it. and This email address is being protected from spambots. You need JavaScript enabled to view it.)

Received: 31 December 2007; Revised: 22 July 2008; Accepted: 28 July 2008




View Article   Export Citation: Plain Text | RIS | Endnote


This paper deals with bond behaviour at the steel-concrete interface of partially encased composite columns. The topic is especially interesting to determine the stress transfer between the two materials at sections where composite structural elements are connected, such as in a beam-column joint, and to ensure a short transfer length to attain the strength of the composite section. The few experimental tests in the technical literature usually concern other types of composite columns. The Authors therefore designed and carried out experimental bond tests to investigate the transfer mechanism and ascertain the reliability of some code provisions (Eurocode 4 [5]; New Italian Code [8]) concerning the design value of bond strength for partially encased columns. A suitable test set-up was designed to measure the shear stresses transferred to the steel profile and the slip between the two materials, allowing compression or tension to be applied to concrete according to monotonic or cyclic load history. The test results give interesting information about the bond stress-slip relationship and bond strength; the cyclic tests highlight the effect of seismic action and indicate considerable degradation of strength and stiffness.



Composite Columns, Steel-Concrete Structures, Bond Strength


[1] Cosenza, E. and Zandonini, R., “Composite Construction”, Handbook of Structural Engineering – W.F. Chen Ed., CRC. Boca Raton, Florida, 1997.

[2] Virdi, K.S. and Dowling, P.J., “Bond Strength in Concrete Filled Steel Tubes”, Proc. of the IABSE Periodica, 1980, pp. 125-130.

[3] Hamdam, H. and Hunaiti, Y., “Factors Affecting Bond Strength in Composite Columns”, Proceedings of the 3rd International Conference on Steel-Concrete Composite Structures, Fukuoka, Japan, 1991, pp. 213-218.

[4] Hunaiti, Y.M., “Aging Effect on Bond Strength in Composite Sections”, Journal of Materials in Civil Engineering, 1994, Vol. 6, No. 4, pp. 469-473.

[5] Eurocode 4, “Design of Composite Steel and Concrete Structures - Part 1.1: General Rules and Rules for Buildings”, European Committee for Standardization, 2004, Brussels, Belgium.

[6] American Institute of Steel Construction, “Specification for Structural Steel Buildings”, ANSI/AISC, 2005, 360-05, Illinois, Chicago.

[7] CNR 10016, “Strutture Composte di acciaio e Calcestruzzo Istruzioni per l’impiego Nelle Costruzioni”, CNR Bollettino Ufficiale no. 194 – Norme tecniche, Parte IV, 1999, Roma.

[8] Min.LL.PP, DM 14 gennaio, “Norme Tecniche per le Costruzioni (NTC)”, Gazzetta Ufficiale della Repubblica Italiana, 2008, No. 29 (in Italian).

[9] Khalil, H.S., “Push-out Strength of Concrete-filled Steel Hollow Sections”, The Structural Engineer, 1993, Vol. 71, No. 13, pp. 230-233.

[10] Kilpatrick, A.E. and Rangan, B.V., “Influence of Interfacial Shear Transfer on behavior of Concrete-filled Steel Tubular Columns”, ACI Structural Journal, 1999, Vol. 96, S72, pp. 642–648.

[11] Johansson, M. and Gylltoft, K., “Mechanical Behavior of Circular Steel–Concrete Composite Stub Columns”, Journal of Structural Engineering, 2002, Vol. 128, No. 8, pp. 1073-1080.

[12] Mouli, M. and Khelafi, H., “Strength of Short Composite Rectangular Hollow Section Columns Filled with Lightweight Aggregate Concrete”, Engineering Structures, 2007, Vol. 29, No. 8, pp. 1791-1797.

[13] Eurocode 8, “Design of Structures for Earthquake Resistance - Part 1: General Rules, Seismic Actions and Rules for Buildings”, European Committee for Standardization, 2003, Brussels, Belgium.