Modeling and Analysis of Single-Plate Shear Connections under Column Loss
Publication: Journal of Structural Engineering
Volume 140, Issue 3
Abstract
This paper presents a computational assessment of the behavior of single-plate shear (shear tab) connections in gravity frames under column-loss scenarios. Two-span beam assemblies without floor slabs are considered under push-down loading of the unsupported center column. Both detailed and reduced modeling approaches are used in the computational assessment, and comparisons with experimental data are presented to establish confidence in the models. The models are used to investigate the influence of factors such as end support conditions, span length, connection strength, and postultimate connection behavior on the collapse resistance of gravity framing systems. Rotational capacities of single-plate shear connections under column-loss scenarios are, in some cases, less than half the values based on seismic test data, owing to the axial extension imposed on the connections in addition to rotation.
Get full access to this article
View all available purchase options and get full access to this article.
Acknowledgments
Christopher H. Raebel and Scott L. Thompson of the Milwaukee School of Engineering are gratefully acknowledged for providing experimental data from their tests of two-span beam assemblies with single-plate shear connections. Valuable comments and input on this work were provided by H.S. Lew (NIST) and Judy Liu (Purdue Univ.).
Disclaimer
Certain commercial entities, equipment, products, or materials are identified in this document in order to describe a procedure or concept adequately. Such identification is not intended to imply recommendation, endorsement, or implication that the entities, products, materials, or equipment are necessarily the best available for the purpose. The policy of the National Institute of Standards and Technology is to include statements of uncertainty with all NIST measurements. In this document, however, measurements of authors outside of NIST are presented, for which uncertainties were not reported and are unknown.
References
AISC. (2010). “Specification for structural steel buildings.”, Chicago.
Alashker, Y., El-Tawil, S., and Sadek, F. (2010). “Progressive collapse resistance of steel-concrete composite floors.” J. Struct. Eng., 1187–1196.
ASTM. (2006). “Standard specification for structural steel shapes.” A992/A992M—06a, West Conshohocken, PA.
ASTM. (2008). “Standard specification for carbon structural steel.” A36/A36M—08, West Conshohocken, PA.
ASTM. (2010a). “Standard specification for structural bolts, steel, heat treated, 120/105 ksi minimum tensile strength.” A325—10, West Conshohocken, PA.
ASTM. (2010b). “Standard specification for structural bolts, steel, heat treated, 150 ksi minimum tensile strength.” A490—10a, West Conshohocken, PA.
Daneshvar, H., and Driver, R. G. (2011). “Behavior of shear tab connections under column removal scenario.” Proc., 2011 Structures Congress, ASCE, Reston, VA.
FEMA. (2000). “State of the art report on connection performance.”, SAC Joint Venture and FEMA, Washington, DC.
Hallquist, J. (2007). LS-DYNA keyword user’s manual, Livermore Software Technology Corp., Livermore, CA.
Kulak, G. L., Fisher, J. W., and Struik, J. H. A. (1986). Guide to design criteria for bolts and riveted joints, 2nd Ed., Wiley, New York.
Liang, X., Shen, Q., and Ghosh, S. K. (2006). “Assessing the ability of seismic structural systems to withstand progressive collapse: Design of steel frame buildings.” Report submitted to the Building and Fire Research Laboratory, National Institute of Standards and Technology, Gaithersburg, MD.
Liu, J., and Astaneh-Asl, A. (2004). “Moment-rotation parameters for composite shear tab connections.” J. Struct. Eng., 1371–1380.
Main, J. A., and Sadek, F. (2012). “Robustness of steel gravity frame systems with single-plate shear connections.” NIST Technical Note 1749, National Institute of Standards and Technology, Gaithersburg, MD, 〈https://doi.org/10.6028/NIST.TN.1749〉 (Oct. 10, 2012).
Oosterhof, S. A., and Driver, R. G. (2012). “Performance of steel shear connections under combined moment, shear, and tension.” Proc., 2012 Structures Congress, ASCE, Reston, VA.
Research Council on Structural Connections (RCSC). (2004). “Specifications for structural joints using ASTM A325 or A490 bolts.” AISC, Chicago.
Rex, C. O., and Easterling, S. W. (2003). “Behavior and modeling of a bolt bearing on a single plate.” J. Struct. Eng., 792–800.
Richard, R. M., Gillett, P. E., Kriegh, J. D., and Lewis, B. A. (1980). “The analysis and design of single plate framing connections.” Eng. J., 38–52.
Sadek, F., El-Tawil, S., and Lew, H. S. (2008). “Robustness of composite floor systems with shear connections: modeling, simulation, and evaluation.” J. Struct. Eng., 1717–1725.
Sarraj, M. (2007). “The behaviour of steel fin plate connections in fire.” Ph.D. dissertation, Univ. of Sheffield, Sheffield, U.K.
Thompson, S. L. (2009). “Axial, shear and moment interaction of single plate ‘shear tab’ connections.” M.S. thesis, Milwaukee School of Engineering, Milwaukee.
Wallaert, J. J., and Fisher, J. W. (1965). “Shear strength of high-strength bolts.” J. Struct. Div., 91(3), 99–125.
Weigand, J. M., Meissner, J. E., Francisco, T., Berman, J. W., Fahnestock, L. A., and Liu, J. (2012). “Overview of AISC/NSF structural integrity research and preliminary results.” Proc., 2012 Structures Congress, ASCE, Reston, VA.
Yim, H. C., and Krauthammer, T. (2012). “Mechanical properties of single-plate shear connections under monotonic, cyclic, and blast loads.” Eng. Struct., 37, 24–35.
Information & Authors
Information
Published In
Journal of Structural Engineering
Volume 140 • Issue 3 • March 2014
Copyright
© 2013 American Society of Civil Engineers.
History
Received: Oct 11, 2012
Accepted: May 6, 2013
Published online: May 8, 2013
Published in print: Mar 1, 2014
Discussion open until: Apr 7, 2014
Authors
Metrics & Citations
Metrics
Citations
Download citation
If you have the appropriate software installed, you can download article citation data to the citation manager of your choice. Simply select your manager software from the list below and click Download.