An improvement to linear‐elastic procedures for seismic performance assessment

Günay, Mehmet; Sucuoğlu, Halûk

doi:10.1002/eqe.980

Cited by 14 publications

(15 citation statements)

References 11 publications

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“…The latter change permits determination of member flexural strength and thus stiffness, allowing a member-wise stiffness reduction based on strength and displacement demand, thus solving also the problem of making the equivalent linear model dependent on input intensity. For this purpose, the equivalent linear procedure proposed by Günay and Sucuoglu 28,32 for framed structures is adopted.…”

Section: Damage-induced Member-wise Stiffness Reduction For Equivalmentioning

confidence: 99%

“…28 Then, as a first step, response to gravity loads is evaluated with a single linear static analysis on a model with "IRF" stiffness matrix. From this point on, seismic response is obtained by means of a double-linear analysis (2 RSA in sequence).…”

Section: Damage-induced Member-wise Stiffness Reduction For Equivalmentioning

confidence: 99%

“…First, in principle there is no reason to stop after the first 2 analyses and an iterative scheme may be used with a convergence check, where in each iteration the RF values are updated based on the new estimates of M E . Herein, after Günay and Sucuoglu, 28 only 2 steps are considered sufficient, in approximation (justified a posteriori by the results).…”

Section: Damage-induced Member-wise Stiffness Reduction For Equivalmentioning

confidence: 99%

“…Prevention of brittle behavior (shear failure of members and flexural hinging of columns) is opposed in capacity design by imposing a ratio of shear strength to plastic shear within members, and of flexural strength between columns and beams at each joint. The latter is called column-to-beam capacity ratio (CBCR), following Günay and Sucuoglu, 28 and is used in the present paper to enforce capacity design requirements. Shear can be dealt with at the member level when the final design configuration is obtained and is thus left outside of the optimization.…”

Section: Introduction Of Capacity Design Constraintsmentioning

confidence: 99%

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Improved risk‐targeted performance‐based seismic design of reinforced concrete frame structures

Franchin

Petrini

Mollaioli

2017

Earthq Engng Struct Dyn

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SummaryThis paper presents a procedure for seismic design of reinforced concrete structures, in which performance objectives are formulated in terms of maximum accepted mean annual frequency (MAF) of exceedance, for multiple limit states. The procedure is explicitly probabilistic and uses Cornell's like closed-form equations for the MAFs. A gradient-based constrained optimization technique is used for obtaining values of structural design variables (members' section size and reinforcement) satisfying multiple objectives in terms of risk levels. The method is practically feasible even for real-sized structures thanks to the adoption of adaptive equivalent linear models where element-by-element stiffness reduction is performed (2 linear analyses per intensity level). General geometric and capacity design constraints are duly accounted for. The procedure is applied to a 15-storey plane frame building, and validation is conducted against results in terms of drift profiles and MAF of exceedance, obtained by multiple-stripe analysis with records selected to match conditional spectra. Results show that the method is suitable for performance-based seismic design of RC structures with explicit targets in terms of desired risk levels. 1 It has been extensively recognized 2 that, due to the large uncertainty affecting input motion and to a variable extent also structural properties, as well as response and capacity modelling, 3-5 performance should be evaluated probabilistically in PBSD to be really able to claim that "target performance is achieved," eg, with an acceptable value of the mean annual frequency (MAF) of exceedance. Research efforts directed at providing fully probabilistic, rigorous PBSD approaches, eg, Vamvatsikos and Papadimitriou 6,7 and Lagaros and Papadrakakis, 7 are so far characterized by a complexity that makes them unsuitable for practical design problems, or use nonlinear equivalent SDOF system as a proxy (with the obvious limitations), rather than a full MDOF. 8 On the other hand, practice-oriented implementations of PBSD do not model uncertainty explicitly, neither they express the results in probability terms, eg, Kappos and Stefanidou. 9 At an even lower level, design codes prescribe deterministic seismic design with "characteristic" values of capacity parameters, assuming that uncertainties on capacity and on response at a given seismic intensity are covered by "design factors," including partial load and resistance factors, 10 the desired risk level being implicitly attained in the design process by the combination of these factors. The more robust element of probability entering in the design is in the seismic action, which is defined through uniform hazard response spectra

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Section: Damage-induced Member-wise Stiffness Reduction For Equivalmentioning

confidence: 99%

Section: Damage-induced Member-wise Stiffness Reduction For Equivalmentioning

confidence: 99%

Section: Damage-induced Member-wise Stiffness Reduction For Equivalmentioning

confidence: 99%

Section: Introduction Of Capacity Design Constraintsmentioning

confidence: 99%

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Improved risk‐targeted performance‐based seismic design of reinforced concrete frame structures

Franchin

Petrini

Mollaioli

2017

Earthq Engng Struct Dyn

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“…On the other hand, in the second approach (equivalent linearization), a linear system with an equivalent damping and stiffness is used to estimate the response of a nonlinear system. Based on this approach, Günay and Sucuglou recently proposed an improved linear elastic procedure that consists of reducing the stiffness of structural members that are expected to respond in the inelastic range in a single global iteration step. Likewise, Browing et al developed a simple relationship that allows for the estimation of nonlinear maximum roof displacements using an effective period factor and elastic response spectrum with an equivalent damping.…”

Section: Introductionmentioning

confidence: 99%

Simplified procedure for the estimation of local inelastic deformation demands for seismic performance assessment of buildings

Araújo

Castro

2016

Earthq Engng Struct Dyn

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Summary The implementation of performance‐based design and assessment procedures in seismic codes leads to the need for an accurate estimation of local component demands. According to Part 3 of Eurocode 8 safety checks should be always conducted in terms of plastic rotations, even when linear elastic methods of analysis are used. This paper demonstrates that linear analysis fails to predict inelastic deformation demands at the member level. Therefore, a simplified procedure that allows for the estimation of beam inelastic deformation demands using linear elastic methods of analysis in a simple and conservative way is presented herein. A number of moment‐resisting steel frames designed according to different criteria and exhibiting different column‐to‐beam strength ratios were analysed and used for the derivation of the proposed procedure. A comparative study between alternative methods of quantifying inelastic deformation demands using linear analysis is also carried out. The results obtained allow concluding about the efficiency and conservativeness of the proposed procedure which makes it attractive to be employed in engineering practice. Copyright © 2016 John Wiley & Sons, Ltd.

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15.08: Influence of deterioration modelling on local deformation demands in steel moment frames

2017

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This paper assesses the influence of the cyclic strength and stiffness degradation on the local demands in moment resistant steel frames (MRF), designed according to Eurocode 8. For steel structures, local demand is frequently evaluated by means of plastic rotation of structural members. This local response is relevant both for the design of new structures and particularly for the assessment or safety evaluation of existing structures. Recent studies have illustrated the weaknesses of the local demand prediction methods based on linear analysis. When predictions based on linear analysis were contrasted against nonlinear models, mismatches up to 100% were found. However, those nonlinear analysis approaches have not considered the effect of cyclic strength and stiffness degradation. In this study, degradation models are used and calibrated for assessing structural collapse scenarios. A set of twelve MRF systems, designed according to the provisions of Eurocode 3 and Eurocode 8, are examined using two different modelling approaches: a degrading model and a conventional nondegrading approach. The frames are subjected to different levels of given inelastic demands by means of a scaling procedure using a suite of ground motion records. Plastic rotations are directly measured during the nonlinear analyses and consequently contrasted to quantify the effect of degradation at different levels of induced inelasticity. It is shown that using degrading models results in local inelastic rotations which can be significantly higher, reaching up to 25% more than without degradation. Finally, the implications of the findings on current European seismic design procedures are outlined.

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An improvement to linear‐elastic procedures for seismic performance assessment

Cited by 14 publications

References 11 publications

Improved risk‐targeted performance‐based seismic design of reinforced concrete frame structures

Improved risk‐targeted performance‐based seismic design of reinforced concrete frame structures

Simplified procedure for the estimation of local inelastic deformation demands for seismic performance assessment of buildings

15.08: Influence of deterioration modelling on local deformation demands in steel moment frames

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