Seismic Shear Strength of Reinforced Concrete Columns

Priestley, M. J. N.; Verma, Ravindra; Xiao, Yan

doi:10.1061/(asce)0733-9445(1994)120:8(2310)

Cited by 476 publications

(300 citation statements)

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“…It is important to note that, following the afore-described analytical procedure, degraded shear strength V u [15] is always attained at shear distortion γ st corresponding to stirrup yielding (Fig. 4).…”

Section: Shear Sub-elementmentioning

confidence: 92%

“…Initial shear strength V uo is calculated by the Priestley et al [15] approach for curvature ductility demand μ φ ≤3 (i.e. no strength degradation).…”

Section: Shear Sub-elementmentioning

confidence: 99%

“…Several studies [14][15][16] have demonstrated that shear strength degrades due to disintegration of the plastic hinge zones caused by inelastic flexural deformations. Furthermore, it has been shown experimentally [17,18] that shear distortions in the plastic hinge regions may increase rapidly ("shear-flexural yielding") subsequent to flexural yielding, despite the fact that shear force demand remains almost constant, as it is controlled by flexural yielding.…”

Section: Shear Sub-elementmentioning

confidence: 99%

“…In accordance with truss analogy approach [19], after shear cracking, shear strain increment Δγ s is related to the additional shear force resisted by the truss mechanism ΔV s by Eq. 4, where GA 1 is the cracked stiffness of the initial shear primary curve shown in Figure 5 illustrates variation of capacity of shear resisting mechanisms (concrete V c and truss V s ) in the plastic hinge region of a single R/C member following the Priestley et al [15] shear strength approach (for clarity, contribution of axial load is lumped into V c ). It can be seen that after μ φ >3, V s increases to accommodate both additional shear demand ΔV and additional deterioration of the concrete resisting mechanism ΔdegV c .…”

Section: Shear Sub-elementmentioning

confidence: 99%

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Damage Analysis of Reinforced Concrete Structures with Substandard Detailing

Mergos

Kappos

2013

Computational Methods in Applied Sciences

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This is the unspecified version of the paper.This version of the publication may differ from the final published version. Abstract The goal of this study is to investigate seismic behaviour of existing R/C buildings designed and constructed in accordance with standards that do not meet current seismic code requirements. In these structures, not only flexure, but also shear and bond-slip deformation mechanisms need to be considered, both separately and in combination. To serve this goal, a finite element model is developed for inelastic seismic analysis of complete planar R/C frames. The proposed finite element is able to capture gradual spread of inelastic flexural and shear deformations as well as their interaction in the end regions of R/C members. Additionally, it is capable of predicting shear failures caused by degradation of shear strength in the plastic hinges of R/C elements, as well as pullout failures caused by inadequate anchorage of the reinforcement in the joint regions. The finite element is fully implemented in the general inelastic finite element code IDARC2D and it is verified against experimental results involving individual column and plane frame specimens with non-ductile detailing. It is shown that, in all cases, satisfactory correlation is established between the model predictions and the experimental evidence. Finally, parametric studies are conducted to illustrate the significance of each deformation mechanism on the seismic response of the specimens under investigation. It is concluded, that all deformation mechanisms, as well as their interaction, should be taken into consideration in order to predict reliably seismic damage of R/C structures with substandard detailing. Permanent repository link

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Section: Shear Sub-elementmentioning

confidence: 92%

“…Initial shear strength V uo is calculated by the Priestley et al [15] approach for curvature ductility demand μ φ ≤3 (i.e. no strength degradation).…”

Section: Shear Sub-elementmentioning

confidence: 99%

Section: Shear Sub-elementmentioning

confidence: 99%

Section: Shear Sub-elementmentioning

confidence: 99%

See 2 more Smart Citations

Damage Analysis of Reinforced Concrete Structures with Substandard Detailing

Mergos

Kappos

2013

Computational Methods in Applied Sciences

View full text Add to dashboard Cite

show abstract

“…Several models have been developed to predict the degradation of shear strength with ductility demand in such members. Amongst them, some well-known ones are the model by Priestley et al [6] and a revised version of it for circular columns [7], Sezen & Moehle's model [8], and a more recent one, based on statistical analysis of a large number of flexure-shear critical column specimens, by Biskinis et al [9].…”

Section: Introductionmentioning

confidence: 99%