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A system‐level shake‐table test of a two‐story low‐damage concrete wall building was conducted in 2019. The test building consisted of unbonded post‐tensioned (UPT) walls with perimeter frames and different wall‐to‐floor connections to provide deformation compatibility. The test results highlighted that the measured lateral strength of the building notably exceeded the design value. This over‐strength was largely attributed to the compatibility deformations imposed on the floor systems. Previous simulation results from planar models also underestimated the building global response and lateral strength, so a modified model was developed to improve the accuracy by accounting for the system‐level interactions. The floor slab out‐of‐plane strength was assessed by the floor slab models using shell elements to quantify their response when subjected to deformations induced by the UPT wall uplift. In addition, the unintended effects of the beam‐to‐floor connection strength were also calculated. The strength contributions from the floor and connections were included in the planar frame models using lumped rotational springs located at the slotted‐beam joints. Lastly, the models were also updated to include flexibility in the connections of the energy dissipations at the wall bases based on test observations. Nonlinear time history analysis of the updated models for unidirectional loading cases demonstrated an improved calculation of the test results for both the global and local responses. When considering the floor interaction in the updated models, the absolute relative errors of peak overturning moments reduced from 35.4% to 15.6% averagely for the longitudinal direction, and from 23.1% to 14.1% averagely for the transverse direction. [ABSTRACT FROM AUTHOR]

Reinforced concrete members in structures are typically subjected to a combination of bending, shear and axial compression (tension) loads. A simplified bending-shear-axial compression (tension) interaction formula based on bending-axial compression, bending-shear and bending-axial tension interactions was proposed to obtain the strength envelope of symmetrically reinforced concrete members under bending, shear and axial compression (tension). The interaction formula is verified by a comparison with experimental data. A sample planar-frame calculation result indicates that the envelope can be used as a failure criterion in symmetrically reinforced components to determine the safety of the members and calculate the residual capacities of components under bending, shear and axial compression (tension). [ABSTRACT FROM AUTHOR]

This paper establishes a database which contains 151 experimental reinforced concrete walls with concealed columns. 89 flexure dominant walls were selected. Based on the previous research on five types of confined concrete stress-strain models, four types of plastic hinge length models, and the relationship between bending deformation and shear deformation in flexure dominant walls, the calculation method of ultimate deformation of shear walls was given. The five concrete stress-strain models and four plastic models are combined with each other. 20 calculation results were obtained and compared with experimental data. Results show that the combination of Saatcioglu concrete stress-strain model and Paulay plastic hinge length model is most suitable to calculate the ultimate displacement of shear walls. Based on Saatcioglu-Paulay model, an experimental data-based modified calculation method was proposed. Results show that this model is more accurate than the Saatcioglu-Paulay model and can accurately predict the ultimate displacement of flexure dominant shear walls with concealed columns. [ABSTRACT FROM AUTHOR]

Tests of reinforced concrete (RC) members under the combined loading indicated that various kinds of bearing capacity would interact each other. However, the overall interaction of various force state is not considered thoughtfully in component design, leading to potential danger of structures. Using flexure-torsion interaction to connect shear-torsion and flexure-compression interaction, a unified formula was proposed in this paper considering the overall interactions of compression, shear, flexure and torsion. Every kind of interaction bearing capacity formulae can be deduced from the unified formula and easily used to determine the security of the member under various loading states. Experimental data were compared with the calculations of the proposed formula and good agreement was obtained. Finally, reinforcement obtained by the unified formula is more reasonable and more consistent with the experimental results compared with GB 50010-2002. [ABSTRACT FROM AUTHOR]

The article presents the author's views on a research conducted by Ari Wibowo and colleagues, which was focused on analyzing the seismic performance of the lightly reinforced structural walls used in the architectural designs. The research was conducted by calculating the aspect ratios of the wall as it will help in identifying the flexure behavior of the crack in the base of the wall.