Evaluation of shear and flexural deformations of flexural type shear walls

Abstract

In order to predict the inelastic response of reinforced concrete structures under dynamic earthquake loading, hysteretic behaviour of their structural components must be evaluated appropriately. Though various restoring force models have already been proposed for beams and columns, hysteretic behaviour of flexural type shear walls remains unclear in many respects.
 In this paper, an evaluation method of distributing the total deformation of a shear wall into the flexural and shear deformation is mentioned and an analytical one of evaluating these deformations is proposed. The comparison of analytical results with test results of shear walls is carried out.

Understanding Poor Seismic Performance of Concrete Walls and Design Implications

“…Figure 11b compares the numerical force-displacement response to that obtained during testing, which confirms that the numerical model captures both the overall force-displacement response and the cyclic hysteretic behavior with good accuracy. Figure 11c compares the ratio of shear to flexural deformation components, which shows appropriate representation of flexure and shear components in the numerical model when compared to the experimentally determined shear to flexural deformation ratios using two different methods (i.e., Hiraishi's method (1984) and indirect method in Beyer et al 2011), which also confirms satisfactory behavior of the analytical model.…”

Experimental study on the effects of bi‐directional loading pattern on rectangular reinforced concrete walls

“…On the back face, six diagonal LVDTs were used to capture the shear deformations of the wall (Figure 6B). The shear displacement of the wall can be calculated using Equation () and Equation () 41,42 . In this study, both methods were used and their results were compared.…”

“…Figure 6C shows the parameters required for these equations. Refer to Hiraishi 41 and Beyer et al 42 for more information. …”

“…The shear displacement of the wall can be calculated using Equation ( 1) and Equation (2). 41,42 In this study, both methods were used and their results were compared. Figure 6C shows the parameters required for these equations.…”

Αντισεισμικός Σχεδιασμός Επίπεδων Κατασκευών Οπλισμένου Σκυροδέματος Με Ιδιομορφικούς Συντελεστές Συμπεριφοράς Και Διάφορες Στάθμες Επιτελεστικότητας

“…Προσομοίωση απομείωσης αντοχής και δυσκαμψίας 117 στοιχείου υποστυλώματος προσφέρουν την συνολική αξονική δυσκαμψία του τοιχώματος. Τέτοια προσομοιώματα έχουν προταθεί από τους Smith and Girgis[254], Hiraishi and Kawashima[255], Mazars et al[256] και Panagiotou et al[257]. Οι Lu et al[258] επέκτειναν την προσομοίωση από 2-D σε 3-D ισοδύναμου δικτυώματος.…”