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Founded in 1904 and headquartered in Farmington Hills, Michigan, USA, the American Concrete Institute is a leading authority and resource worldwide for the development and distribution of consensus-based standards, technical resources, educational programs, and proven expertise for individuals and organizations involved in concrete design, construction, and materials, who share a commitment to pursuing the best use of concrete.
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Home > Publications > International Concrete Abstracts Portal
The International Concrete Abstracts Portal is an ACI led collaboration with leading technical organizations from within the international concrete industry and offers the most comprehensive collection of published concrete abstracts.
Title: Shear Performance of Pretensioned Concrete I-Girders Employing 0.7 in. (17.8 mm) Strands
Author(s): A. Katz, H. Yousefpour, H. Kim, R. Alirezaei Abyaneh, J. Salazar, T. Hrynyk, and O. Bayrak
Publication: Structural Journal
Appears on pages(s): 1273-1284
Keywords: 0.7 in. (17.8 mm) strands; anchorage-induced shear failure; development length; horizontal shear failure; pretensioned; transfer length
Abstract:An experimental program was conducted to study the effects of using 0.7 in. (17.8 mm) diameter prestressing strands on the performance of pretensioned concrete I-girders under shearcritical loading. Four full-scale Texas bulb-T girders (Tx-girders) with different concrete release strengths, member depths, shear span-depth ratios, and strand patterns were tested. The mild-steel reinforcement in the specimens was detailed according to the common practice in Texas for girders fabricated using conventional, smaller-diameter strands. All specimens exhibited considerable strand slip prior to failure. In three of the specimens, shear failure also resulted in prominent horizontal cracking at the interface between the web and the bottom flange. However, distributed yielding of the stirrups was confirmed in all specimens, indicating shear-tension failure. The capacities of all specimens were conservatively estimated using the general procedure in the AASHTO LRFD Bridge Design Specifications and the detailed method in ACI 318-14 provisions.
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