Experimental Investigation of Composite Coupling Beam-to-Wall Connections in Coupled C-PSW/CF Systems
Publication: Journal of Structural Engineering
Volume 150, Issue 9
Abstract
Four different composite coupling beam-to-composite plate shear wall (CPSW/CF) connection details were developed and proposed. Six large-scale specimens representing the four connections were designed, fabricated, and tested. The connections were subassemblies of coupled composite plate shear walls/concrete filled (CC-PSW/CF) subjected to cyclic lateral loading. The coupling beams were designed to be flexure-critical with clear span-to-depth () ratios of 3.5 or 5.1. This paper presents the experimental program, capacities, and detailed behavioral observations of all six specimens. The effects of connection type and ratio on the ultimate strength, stiffness, ductility, and failure modes are evaluated. Major limit states and events included yielding of the steel plates comprising the coupling beam, followed by local inelastic buckling, fracture initiation in the base metal (near the weld toes), and fracture propagation through the beam flange and web plates, leading to loss of flexural strength and failure. All the connections were able to develop and transfer the flexural capacity of the composite beam section. The composite coupling beams developed flexural capacities (10%–50%) greater than those calculated using the plastic stress distribution method. The underlying reasons for this overstrength are evaluated. The AISC flexural stiffness equation for filled composite sections could reasonably estimate the stiffness of the composite coupling beam sections. A fiber-based model of the cross-section was used to calculate the section moment–curvature response of the filled composite beam sections. The calculated flexural capacities were consistent with those calculated by the plastic stress distribution method but lower than the experimentally observed values. The flexural stiffness values were slightly higher than the experimental results. For more accurate comparisons with experimental results, a numerical model is needed to estimate the cyclic lateral load-deformation response while accounting for the effects of local buckling, low cycle fatigue, and fracture.
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Data Availability Statement
Some or all data, models, or code that support the findings of this study are available from the corresponding author upon reasonable request.
Acknowledgments
The project was supported by Charles Pankow Foundation (Research Grant No. 06-16) and American Institute of Steel Construction (AISC). All opinions, findings, conclusions, and recommendations presented in this paper are those of the authors and do not necessarily reflect the view of the sponsors. Specimen fabrication was donated by Geiger & Peters. The authors are grateful to members of the Project Advisory Team: Devin Huber from AISC, Joshua Mouras from MKA, and Michel Bruneau from the State University of New York at Buffalo. The authors also thank Tom Bradt for his valuable assistance in conducting the tests at Purdue University.
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Published In
Journal of Structural Engineering
Volume 150 • Issue 9 • September 2024
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© 2024 American Society of Civil Engineers.
History
Received: Nov 16, 2023
Accepted: Mar 12, 2024
Published online: Jul 2, 2024
Published in print: Sep 1, 2024
Discussion open until: Dec 2, 2024
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