Experimental In-Plane Shear Strength Investigation of Reinforced Concrete Masonry Walls
Publication: Journal of Structural Engineering
Volume 132, Issue 3
Abstract
This paper presents test results of ten single-story reinforced concrete masonry shear walls. Test results are summarized and compared with design formulae specified by the New Zealand masonry design standard NZS 4230:1990 and by the National Earthquake Hazards Reduction Program. It was determined that the test walls exhibited shear strength significantly exceeding the NZS 4230:1990 maximum permissible shear stress, confirming that NZS 4230:1990 was overly conservative in accounting for masonry shear strength. It was also confirmed from the test results that masonry shear strength increases with the magnitude of applied axial compressive stress and the amount of shear reinforcement, but that the shear strength decreases inversely in relation to an increase in wall aspect ratio. In addition, it was shown that the postcracking performance of shear dominated walls was substantially improved when uniformly distributing the shear reinforcement up the height of the walls.
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Acknowledgments
This research was funded by the Earthquake Commission Research Foundation (EQC). Materials and construction labor associated with the testing of masonry walls was provided by Firth Industries Ltd., W. Stevenson and Sons Ltd., and Ready Mix Concrete Ltd. Their contributions are gratefully acknowledged. The authors also wish to acknowledge contributions by Hank Mooy and Tony Daligan, who were responsible for the practical aspects in relation to testing of the wall specimens in the Civil Test Hall of the University of Auckland.
The opinions and conclusions presented herein are those of the authors, and do not necessarily reflect those of the University of Auckland or any of the sponsoring parties to this project.
References
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© 2006 ASCE.
History
Received: Aug 16, 2004
Accepted: Jul 26, 2005
Published online: Mar 1, 2006
Published in print: Mar 2006
Notes
Note. Associate Editor: Rob Y. H. Chai
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