Physical Properties, Longitudinal Tensile Properties, and Bond Strength of the New Generation of GFRP Bars
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Volume 27, Issue 6
Abstract
This paper presents an experimental study that investigated the physical properties, longitudinal tensile properties, and bond strength of a new generation of glass fiber–reinforced polymer (GFRP) bars. Five commercially available types of GFRP bars with different surface treatments (deformed/ribbed, helically deformed, helically grooved, double helical wrap/sand-coated, and sand-coated) were selected for this investigation. Two bar sizes (No. 5 and No. 8)—with 15.9 and 25.4 mm nominal diameters representing the range of GFRP-reinforcing bars typically used in practice as longitudinal reinforcement in concrete flexural members—were selected from each of the manufacturers. The test results reveal that these new higher modulus GFRP bars have physical properties, tensile strength, and moduli of elasticity greatly exceeding the requirements of ASTM and Canadian Standards Association (CSA) standards. The GFRP bars had measured cross-sectional areas near or slightly over the maximum cross-sectional area allowed by ASTM standards. The mechanical properties reported in this study were based on nominal cross-sectional areas. The longitudinal tensile properties and bond strength of the GFRP bars satisfied the limits in ASTM and CSA standards. GFRP bar manufacturers have developed and are producing GFRP bars with guaranteed strengths that significantly exceed the ASTM minimum specifications. However, ASTM bases qualification methods for tensile strength on the minimum ASTM specified values, which could differ from the values implemented in the design. Until ASTM bases rejection on the strength used in design, the designer should add rejection criteria to the project specifications to ensure that GFRP bar acceptance is based on the strength assumed for design, which could be between the minimum value specified in ASTM and the manufacturer’s guaranteed value.
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Data Availability Statement
All data, models, and code generated or used during the study appear in the published article.
Acknowledgments
The research presented herein was funded by the Natural Sciences and Engineering Research Council of Canada (NSERC). The donation of GFRP bars by Owens Corning (Concord, NC, USA), Pultrall Inc. (Thetford Mines, QC, Canada), B&B FRP Manufacturing Inc. (Toronto, ON, Canada), TUFBAR Canada Inc. (Edmonton, AB, Canada) and ASA.TEC GMBH (Langenlois, Austria) to support this investigation is greatly appreciated. The authors would like to express their special thanks to Jerome Lacroix, Pascal St-Laurent, and Steven MacEachern, technicians in the Department of Civil Engineering at the University of Sherbrooke, for their help during the casting and testing of the GFRP bars (tensile and pullout tests).
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Published In
Journal of Composites for Construction
Volume 27 • Issue 6 • December 2023
Copyright
© 2023 American Society of Civil Engineers.
History
Received: Mar 1, 2023
Accepted: Jul 11, 2023
Published online: Sep 25, 2023
Published in print: Dec 1, 2023
Discussion open until: Feb 25, 2024
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