Power spread plasticity model for inelastic analysis of reinforced concrete structures

Roh, Hwasung; Reinhorn, A. M.; Lee, Jong Seh

doi:10.1016/j.engstruct.2012.01.019

Cited by 22 publications

(12 citation statements)

References 22 publications

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“…The plastic hinge length, l p , of RC members depends on a number of parameters, including the definition of yielding and ultimate curvatures, section geometry, material properties, compression and tension reinforcement, transverse reinforcement, cracking and tension-stiffening, the stressstrain curve for the concrete in tension and compression (Roh et al 2012). General expressions for the plastic hinge length, l p .…”

Section: Lumped Plasticity Modelmentioning

confidence: 99%

Comparison of Different Numerical Models of RC Elements for Predicting the Seismic Performance of Structures

Zendaoui

Kadid

2016

Int J Concr Struct Mater

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This paper aims to provide guidelines for the numerical modeling of reinforced concrete (RC) frame elements in order to assess the seismic performance of structures. Several types of numerical models RC frame elements are available in nonlinear structural analysis packages. Since these numerical models are formulated based on different assumption and theories, the models accuracy, computing time, and applicability vary, which poses a great difficulty to practicing engineering and limits their confidence in the analysis resultants. In this study, the applicability of four representative numerical models of RC frame elements is evaluated through comparison with experimental results of four-storey bare frame available from European Laboratory for Structural Assessment. The accuracy of a numerical model is evaluated according to the top displacement, interstorey drift, Maximum storey shear, damage pattern and energy dissipation capacity of the frame structure. The results obtained allow a better understanding of the characteristics and potentialities of all procedures, helping the user to choose the best approach to perform nonlinear analysis.

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Section: Lumped Plasticity Modelmentioning

confidence: 99%

Comparison of Different Numerical Models of RC Elements for Predicting the Seismic Performance of Structures

Zendaoui

Kadid

2016

Int J Concr Struct Mater

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“…The model assumes inelastic shear end zones with variable length defined by the respective zones of the flexural sub-element. A similar approach has been adopted by Roh et al (2012). Furthermore, in an earlier work (Mergos and Kappos 2008), the authors introduced the concept of a shear spread plasticity model which captures variation of shear flexibility, when distributed loading is present and acting shear varies along the member length.…”

Section: Introductionmentioning

confidence: 99%

“…Several research studies have introduced such flexural inelasticity elements. Meyer et al (1983), Reinhorn et al (2009), Lee and Filippou (2009) and Roh et al (2012) proposed flexural gradual spread inelasticity models, which ignore influence of distributed loading. Soleimani et al (1979) and Filippou and Issa (1988) suggested similar flexural spread inelasticity beam models, where distributed loading is taken into account approximately by assuming constant shear force in the plastic hinge regions.…”

Section: Introductionmentioning

confidence: 99%

“…Nevertheless, it is an approximate method and it may require a significant number of monitoring sections. None of the aforementioned gradual spread inelasticity elements, apart from the model of Roh et al (2012), considers variation of shear flexibility along beam members. Kappos (2009, 2012) developed a shear spread inelasticity model to capture shear-flexure interaction effect for R/C members with constant shear force.…”

Section: Introductionmentioning

confidence: 99%

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Analytical study on the influence of distributed beam vertical loading on seismic response of frame structures

Mergos¹,

Kappos²

2013

Earthquakes and Structures

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Abstract. Typically, beams that form part of structural systems are subjected to vertical distributed loading along their length. Distributed loading affects moment and shear distribution, and consequently spread of inelasticity, along the beam length. However, the finite element models developed so far for seismic analysis of frame structures either ignore the effect of vertical distributed loading on spread of inelasticity or consider it in an approximate manner. In this paper, a beam-type finite element is developed, which is capable of considering accurately the effect of uniform distributed loading on spreading of inelastic deformations along the beam length. The proposed model consists of two gradual spread inelasticity sub-elements accounting explicitly for inelastic flexural and shear response. Following this approach, the effect of distributed loading on spreading of inelastic flexural and shear deformations is properly taken into account. The finite element is implemented in the seismic analysis of reinforced concrete (R/C) frame structures with beam members controlled either by flexure or shear. It is shown that to obtain accurate results the influence of distributed beam loading on spreading of inelastic deformations should be taken into account in the inelastic seismic analysis of frame structures.

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“…The result is that the cross-sections located within a certain length, termed the 'plastic hinge length', deform plastically to collapse. The plastic hinge length can be calculated by way of empirical and numerical equations presented in the past by other researchers (Bae and Bayrak, 2008;Park and Paulay, 1975;Roh et al, 2012). For example, the plastic hinge length (L P ) based on Park and Paulay's (1975) formula suggests using L P = 0·5H where H is the section height.…”

Section: Introductionmentioning

confidence: 99%

Firewalls and post-earthquake fire resistance of reinforced-concrete frames

Behnam¹,

Ronagh²

2016

Proceedings of the Institution of Civil Engineers - Structures

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2Post-earthquake fire (PEF) contributes significantly to loss of life and property following large earthquakes in urban regions. In the absence of adequate PEF provisions in the codes and criteria, an investigation is performed on a reinforced concrete portal frame, divided into two unequal parts by a firewall. Acknowledging that firewalls could break down after earthquake, three fire exposure scenarios are assumed: only the left part exposed, only the right part exposed and the entire frame exposed. In the first two scenarios, the firewall remains intact, whereas in the third it is assumed to be broken down. The building is first pushed to displacement corresponding to the life safety level of performance based on FEMA 356 code. Then, using a natural fire curve, fire analysis is performed. Fire-alone analysis is performed to provide a point of reference. No failure occurs in any of the fire-alone scenarios, or when exposing the smaller part of the building to the PEF. In contrast, exposing the larger part and the entire frame to PEF makes the frame fail at around 50 min and 25 min, respectively. This shows the importance of firewalls to reduce vulnerability of reinforced concrete buildings in case of PEF. The approach used allows designers to choose the position and configuration of firewalls to best protect a building against PEF.

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Power spread plasticity model for inelastic analysis of reinforced concrete structures

Cited by 22 publications

References 22 publications

Comparison of Different Numerical Models of RC Elements for Predicting the Seismic Performance of Structures

Comparison of Different Numerical Models of RC Elements for Predicting the Seismic Performance of Structures

Analytical study on the influence of distributed beam vertical loading on seismic response of frame structures

Firewalls and post-earthquake fire resistance of reinforced-concrete frames

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