Out‐of‐plane shear‐axial failure in slender rectangular reinforced concrete walls

Abstract

On 22 February 2011, one of the main structural walls of one of the tallest buildings in Christchurch, New Zealand (Grand Chancellor Hotel), had an extremely brittle and unusual failure that significantly damaged the building, severely compromising its structural stability. To this date, this peculiar failure mode has not yet been fully investigated and understood. Moreover, currently, it is not possible to identify and assess walls that are prone to this failure mode. Following recent findings based on experimental investigations, this failure mode was identified as out-of-plane shear-axial failure. A Finite Element (FE) model was developed in DIANA to capture this failure mode, and through a numerical parametric study, the key parameters that contribute to the development of this failure mode in rectangular reinforced concrete (RC) walls were identified. Solid elements were used for the concrete material and embedded truss elements for the steel reinforcement. Bar buckling was not included in this investigation due to the limitation of DIANA in implementing the bar buckling and Menegotto-Pinto models together, among which the latter was found to be more influential on the behaviour of RC walls investigated in this study. Based on the numerical and experimental studies conducted, an analytical method is proposed to: (1) identify rectangular walls prone to out-of-plane shear-axial failure as a first-level check for both design and assessment purposes; and (2) determine the out-of-plane drift capacity of rectangular walls prone to out-of-plane shear-axial failure. Design recommendations are provided for rectangular walls prone to out-of-plane shearaxial failure.

In‐plane and out‐of‐plane seismic performance and damage evaluation of reinforced concrete shear wall structures subjected to mainshock‐aftershock sequences

“…The degree of damage to the test specimen in this state was intensified, the bottom out‐of‐plane deformation was serious, the bearing capacity decreased sharply, and there was an obvious tendency towards collapse. The damage pattern for the shear wall in two earthquakes with different input directions at the structural system level was basically the same as that for the New Zealand earthquake, 18 that is, when the in‐plane direction was used as the main seismic direction, the degree of damage to the shear wall was light, and when the out‐of‐plane direction became the main seismic direction under the effect of the aftershock, the damage to the shear wall was serious and even reached a state of collapse.…”

“…Several researchers have conducted intensive studies on this damage phenomenon. Niroomandi 18,19 studied the occurrence mechanism of this failure mode and the key parameters triggering it by means of experiments and numerical simulations for rectangular shear walls. However, they did not explore the seismic performance of the shear wall when the two main axes were subjected to earthquakes with different directions in turn.…”

Parametric Study of the Effect of Diameter-to-Thickness Ratio Against Bending and Shear Load on the Behavior of Round Hollow Structural Section Beam

“…Round HSS was observed to have been widely used in several offshore pipe-building structures and deep-water platforms, as well as hotels, houses, and others. This was due to its structural behavior such as beam with width-to-thickness ratio (D t -1 ) ranging between 16-48 and the very high tensile strength of steel between 450 to 1350 MPa as re- (Niroomandi et al, 2015) Figure 1 The chord rotation angle ported in pure flexural and 4-point bending experiments. Moreover, the full plastic moment capacity of the section has been analyzed using up to 198 slenderness.…”