Abstract
This paper investigates the bond between high-strength concrete (HSC) and tensile lap-spliced basalt fiber-reinforced polymer (BFRP) bars. Ten large-scale BFRP-reinforced concrete beams (300 × 450 × 3900 mm) were fabricated and tested under four-point loading until failure. The parameters investigated included the BFRP bar diameter (10, 12, and 16 mm), the splice length (400–1200 mm range), and the bar surface texture (sand-coated (SC) and helically wrapped (HW)). Test results demonstrated that the flexural capacity of the beams reinforced with SC-BFRP bars was almost similar to that of beams reinforced with HW-BFRP bars. However, SC-BFRP bars showed a slightly higher bond with concrete compared to that of helically wrapped counterparts. The bond strength of spliced BFRP bars was inversely related to the splice length. Also, BFRP bars with larger diameter bars require longer splice lengths to reach their maximum capacity. Finally, the experimentally estimated critical splice lengths were compared to those calculated by existing models and code-based equations. Both ACI 440.1R-15 and CSA S806-12 provisions were conservative in predicting splice length for BFRP bars. However, the CSA-S6-14 design code was more accurate in estimating the splice length for BFRP with bigger diameters. Though, it was not conservative with smaller diameters.
Highlights
Corrosion of steel reinforcement is a critical condition that causes the deterioration of reinforced concrete (RC) structures
It was noticed that the tensile strain measured at the end was greater than the strain recorded in the splice center as the basalt fiberreinforced polymer (BFRP) bar attempts to slip from the ends
Ten BFRP-RC beams were tested under 4-point loading until failure
Summary
Corrosion of steel reinforcement is a critical condition that causes the deterioration of reinforced concrete (RC) structures. A significant amount of research was devoted to determining the bond behavior and the lap splice length of FRP rein forcement in concrete [11,12,13,14] Most of these studies have focused on the bond performance of Glass-FRP (GFRP) bars, the most utilized bars in the FRP family [29]. The current design guidelines and codes concerning FRPreinforced concrete (i.e., ACI 440.1–15 [35], CSA-S806-12 [34], and CSA-S6-14 [46]) do not account for BFRP bars in their lap splice/ development length formulations. The current study aims to address this gap through an experimental investigation of the bond performance of lap-spliced BFRP reinforcement in HSC beams. The experimental critical splice lengths of the tested beams were compared to those predicted by the existing guidelines and codebased equations
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