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The precast concrete segments of wind turbine hybrid towers are usually lifted and installed using the pre-installed lifting anchors with supplementary reinforcements. The lifting anchors are made of steel plate and the supplementary reinforcements are often arranged near the lifting anchors to enhance their anchoring performance. This lifting system including the reinforcement configuration is presented in existing design codes, but the design recommendation and calculation method of ultimate capacity are not provided. It is necessary to explore the pull-out behavior of the lifting anchor considering the effects of reinforcements. Therefore, a comprehensive investigation on the pull-out behavior of the lifting anchor is conducted in this paper, by using the precast concrete segments of hybrid tower as a carrier. Four specimens based on the actual dimension of precast concrete segment of hybrid tower were tested under cyclic pull-out loading, and the failure modes as well as the ultimate capacity were analyzed. The verified finite element (FE) models were established based on the test results, and mechanical analysis were performed to reveal the pull-out mechanism of the lifting anchor. Subsequently, the parametric analysis was conducted to explore the sensitive parameters of the lifting anchor's pull-out performance. The accuracy and applicability of the calculation methods for ultimate pull-out capacity in existing design codes and literatures were evaluated based on the test results. Lastly, a practical calculation method for the ultimate pull-out capacity of lifting anchor was proposed based on theoretical model and regression analysis. The proposed method can provide a reference for the lifting design of precast concrete segments of wind turbine hybrid towers. • 4 specimens with the specialized lifting anchor based on the actual size of precast concrete segment were tested under cyclic pull-out loading. • The verified FE models were established, and mechanical analysis were performed to reveal the pull-out mechanism of the lifting anchor. • The parametric analysis was conducted to explore the sensitive parameters of the lifting anchor's pull-out performance. • The accuracy and applicability of the existing calculation methods for ultimate pull-out capacity were evaluated based on the test results. • A practical calculation method for the pull-out capacity of lifting anchor was proposed based on theoretical model and regression analysis. [ABSTRACT FROM AUTHOR]

• A novel prefabricated shear wall with double-corrugated steel plates (DCSPs) was introduced. • Quasi-static cyclic tests were conducted on DCSPs to investigate the shear behaviour. • DCSPs have a superior performance owing to the combination effect of the cross-section. • Corrugation height has considerable effects on the out-of-plane stability and the shear resistance. • Reasonable connecting bolts' spacing is important for DCSPs to maintain a good performance. Double-corrugated plate shear wall (DCPSW) is a new member developed based on the single-corrugated plate shear wall (CPSW). Due to its improved stability and shear resistance, it has good application potential in buildings subjected to large shear loads. Up to now, the reported experimental data of DCPSWs under cyclic loading are limited and the shear behaviour of double-corrugated steel plates in DCPSWs is needed to be further understood. This paper presents an experimental study on the double-corrugated steel plate under cyclic in-plane shear loading. Ten specimens were tested and the varied parameters included the height of corrugation, the width of subpanels in corrugation, the spacing of connecting bolts and the number of bolt columns at each valley region. The experimental results in terms of failure modes, load versus deformation hysteretic curves, skeleton curves, energy dissipation and stiffness degradation were discussed. By analysing the effects of important parameters, the mechanism of the double-corrugated steel plate under pure shear loads was revealed. It is found that the specimens failed with shear buckling which behaved as either global buckling or local buckling. Due to the combination effect, the shear resistance of the double-corrugated plate was higher than that of the single-corrugated plate with the same steel volume. Increasing the corrugation height is beneficial to improving the shear buckling load and maintaining the energy dissipation capacity. It is suggested that the ratio of corrugation height to thickness is higher than 15 in the design of the double-corrugated plate. [ABSTRACT FROM AUTHOR]