Abstract Based on extensive research, Eurocode 3 part 1‐8 provides requirements for column base plates with anchor bolts positioned behind the flange width. However, anchor bolts are often positioned near the base plate corners. For this configuration, Eurocode 3 does not provide guidance on how to evaluate their effective lengths. In addition, experimental tests performed by the authors highlighted that, in the presence of thin end‐plates, contact surfaces due to prying extend close to the anchor bolts. The objective of the present paper is to overcome these issues by proposing analytical expressions based on the limit analysis to determine the in‐plane and out‐of‐plane bending resistances of corner‐bolted steel‐to‐concrete end‐plate connections. For biaxial bending moments, an elliptical curve is considered. The model is confronted to results obtained from 12 experimental tests with varying end‐plate thicknesses and bending orientations, and then compared to AISC DG1. Results demonstrate that while AISC DG1 shows discrepancies for thin end‐plates, the proposed method accurately predicts connection resistance.
Donko et al. (Mon,) studied this question.