Abstract
This study evaluated the shear performance of prestressed concrete hollow core slabs (HCS), which are convenient to use as floor structures of flexible spaces. A total of 18 specimens, with cross-sectional height and presence of topping concrete as variables, were fabricated by extrusion. A four-point loading test was conducted using simply supported beams. The results showed that shear performance satisfied the requirements of ACI 318-19 regardless of cross-sectional height or presence of topping concrete. Through comparison with past studies, the web-shear strength of HCS was found to be influenced by compressive stress due to prestress at the centroid, compressive strength of concrete, and shear span-to-depth ratio.
Highlights
To enhance user satisfaction and to meet the demands of the times, extensive efforts are being made to introduce multi-purpose flexible spaces in modern architectural structures
In the case of hollow core slabs (HCS), strands placed on a long-line bed of 90–180 m are jacked at once, and members are fabricated through extrusion with placing of high-strength, zero-slump concrete
The shear force-deflection relationships of HCS are shown in Figures 7 and 8
Summary
To enhance user satisfaction and to meet the demands of the times, extensive efforts are being made to introduce multi-purpose flexible spaces in modern architectural structures. Structural members with long spans are essential for flexible structures, but larger cross-sections involve higher costs and increase the overall weight. Compared to general reinforced concrete slabs, prestressed concrete hollow core slabs (HCS), members with hollow cores and more structurally efficient cross-sections, are widely used in Europe and North America as tendons in upper and lower layers to help achieve superior flexural rigidity and strength [1,2,3,4,5,6,7]. In the case of HCS, strands placed on a long-line bed of 90–180 m are jacked at once, and members are fabricated through extrusion with placing of high-strength, zero-slump concrete
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