The bond between steel bars and concrete is a fundamental aspect of reinforced concrete, ensuring the efficient transfer of forces between the two materials and guaranteeing their compatibility and composite action. The conventional equation for calculating bond stress does not account for slip effects. However, significant slip can lead to considerable errors, which are disadvantageous when analyzing bond performance using finite element methods. To address this issue, this study proposed a modified bond stress calculation model, whose reliability was systematically validated through pull-out tests and comparative analysis with a CEB-FIP model. The experimental program employed a universal testing machine for load application, with a static strain measurement system continuously monitoring stress–strain data throughout the loading process. The experimental results indicated that the failure process of the specimens could be categorized into the following, four distinct stages: micro-slip stage, slip stage, descent stage, and residual stage. The discrepancy between bond stresses calculated by the modified and conventional equations increased with the increasing relative slip, reaching its maximum value in the residual stage. A comparative analysis of 23 groups of experimental data from the literature was performed, revealing that the difference in bonding stress reached a maximum of 20.45% in the residual stage, with a standard deviation (S) of 0.006 and a coefficient of variation (C_v) of 0.321, reflecting small fluctuations but large dispersion. In contrast, the S of the residual bonding stress was 0.016, and the C_v was 0.080, showing lower dispersion but greater volatility. Further comparison with the CEB-FIP model confirmed the superior applicability and computational accuracy of the proposed modified model. Therefore, the modified equation should be utilized for calculating bond stress when significant slip occurs, particularly during the residual stage.

Under impact loading, the performance of ordinary waste glass powder concrete is lower than that of ordinary concrete. To enhance the impact resistance of waste glass powder concrete, renewable polyvinyl alcohol (PVA) fibers are introduced. Considering the effects of PVA fiber volume content (0.4%, 0.8%, 1.2%) and fiber length (6 mm, 12 mm, 18 mm), the basic mechanical properties and impact resistance of PVA-fiber-reinforced waste glass powder concrete are investigated through compression tests, flexural tests, and drop hammer impact tests. The results show that the incorporation of PVA fibers can effectively improve the impact resistance of waste glass powder concrete, and both the compressive and flexural strength are enhanced to varying degrees. The experimental results show that when the fiber volume content is 0.8% and the length is 12 mm, the flexural strength of the sample is the best. In addition, the impact of fiber length on performance varies by index; shorter fibers (6 mm) perform more prominently in enhancing impact toughness, while longer fibers (12 mm) are more conducive to the growth of flexural strength. There is a positive correlation between the impact resistance of the specimens and the fiber content; as the content of PVA fibers increases, both the initial crack impact number and the failure impact number show an increasing trend, and the energy absorbed by the concrete during initial cracking and failure gradually increases. The highest impact energy dissipation is achieved with the incorporation of 1.2% 6 mm fibers. Based on the experimental results, a functional relationship between fiber length, fiber content, and impact energy absorption is proposed for PVA-fiber-reinforced waste glass powder concrete.