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Fastenings in concrete are widely applicable in construction. A significant benefit of fastening technology lies in the fact that it can adapt to various geometries and construction sequences. As a result, the need to design and realize a fastening in structural elements with unconventional geometric configurations can be encountered. Existing design standards rely on the concrete capacity design (CCD) method for concrete‐related failures, which typically covers detailing situations with rectangular configurations of the fastenings and the concrete members. However, the lack of guidelines for a wider range of applications may lead to over‐conservative dimensioning or design constraints. This study investigates the influence of beveled concrete edges on the load‐bearing behavior of anchors. As part of the research, a series of experiments and numerical simulations were conducted. The results derived from the investigations are used to develop an analytical concept that extends the area of applicability of the CCD method and can be used for reliable dimensioning of fastenings close to non‐rectangular concrete edges and geometrical boundaries. [ABSTRACT FROM AUTHOR]

Embed plates anchored with welded deformed reinforcing bars or heavy-gauge deformed wire are commonly used for attachments in nuclear facilities. These connections may experience significant tension and/or shear. The required embedment of the welded bars is typically determined based on development length concepts, with the assumption that the nominal tensile capacity of the connection can be taken as the tension yield strength of the bars. This paper presents results of large-scale experimental investigations conducted to evaluate the tensile capacity of such embed plates. Single anchor pullout test results are also presented to categorize bond behavior for deformed reinforcing bar anchors (DRAs) and deformed wire anchors (DWAs). Preliminary results indicate that adoption of the design paradigm given in the Code for the concrete-governed strength of bonded anchors can provide a reasonable approximation for DRAs but requires additional calibration and study for application to DWAs owing to their diminished bond capacity. [ABSTRACT FROM AUTHOR]

• The pull-out force capacity of the anchors increased with increasing overburden stress. • No significant influence of the anchoring detail was found on the pull-out force capacity. • Existing formulas did not accurately predict the experimental peak pull-out force values. The seismic response of historical masonry buildings is largely controlled by the effectiveness of wall-to-diaphragm connections, which can be improved using injection anchors. Despite their use, there is a need for a better understanding of the performance of such anchoring system in stone masonry walls. This paper presents quasi-static pull-out tests performed on twelve specimens to investigate the behaviour of injection anchors in rubble stone masonry walls when breakout failure occurs. For each specimen, the experimental results are presented in terms of force–displacement curves, propagation of damage and crack pattern. It is shown that the anchoring details adopted in this study had a negligible influence on the pull-out force capacity of the anchoring system, while an increase in peak pull-out force was observed with increasing overburden stress applied. Because stone masonry specific capacity formulations have not yet been presented in the literature, the capacity is predicted using state-of-the art formulations for the pull-out load capacity of anchors installed in brick masonry. The limits of their applicability are discussed using the obtained experimental results. [ABSTRACT FROM AUTHOR]