Seismic Performance and Retrofit Evaluation of Reinforced Concrete Structures

Bracci, Joseph M.; Kunnath, Sashi K.; Reinhorn, A. M.

doi:10.1061/(asce)0733-9445(1997)123:1(3)

Cited by 241 publications

(152 citation statements)

References 2 publications

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“…Some combinatory indices are also proposed. For example, combination of excessive deformations and dissipated energy [16], or a combination of strength damage and deformation damage divided by total area between the monotonic load deformation curve and the fatigue failure envelope [17].…”

Section: Categorization Of Damage Indicesmentioning

confidence: 99%

“…Local indices calculate damage only on a local level (individual members), and in order to calculate the overall damage of structure it is needed to use weighting methods [17,18]. Global indices are developed to calculate damage directly on the global level [9,19].…”

Section: Categorization Of Damage Indicesmentioning

confidence: 99%

“…The other method [17], has a more generalized form which considers an exponential form for local indices:…”

Section: Weighted Average Indicesmentioning

confidence: 99%

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Probabilistic Evaluation of Seismic Performance for a Steel Moment Frame Using Damage Indices

Asgarian¹,

Ordoubadi²

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Section: Categorization Of Damage Indicesmentioning

confidence: 99%

Section: Categorization Of Damage Indicesmentioning

confidence: 99%

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Probabilistic Evaluation of Seismic Performance for a Steel Moment Frame Using Damage Indices

Asgarian¹,

Ordoubadi²

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…To account for the effects of cyclic loading, simple rules of stiffness and strength degradation have been included in various noncumulative indices [4,5,6], mainly referred to reinforced concrete members. Cumulative-type indices can be divided in deformation based [7] or hysteresis based [8,9] formulations and methods that consider the effective distribution of inelastic cycles and generalize the linear law of low-cycle fatigue of metals through a hypothesis of linear damage accumulation [10]. Sucuoğlu and Erberik [11] developed low-cycle fatigue damage models for deteriorating systems on the basis of test data and analysis and Kamaris et al [12] proposed a new damage model exhibiting strength and stiffness degradation which takes into account the phenomenon of low-cycle fatigue and the interaction between axial force and bending moment at a section of a beam-column steel member.…”

Section: Introductionmentioning

confidence: 99%

Seismic damage estimation of in-plane regular steel moment resisting and x-braced frames

Kamaris

Vallianatou

Beskos

2012

Bull Earthquake Eng

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Abstract:Simple empirical expressions to estimate maximum seismic damage on the basis of five well known damage indices for planar regular moment resisting and x-braced steel frames are presented. They are based on the results of extensive parametric studies concerning the inelastic response of a large number of these frames to a large number of ground motions. Thousands of nonlinear dynamic analyses are performed by scaling the seismic records to different intensities in order to drive the structures to different levels of inelastic deformation and finally to collapse. The statistical analysis of the created response databank indicates that the number of stories, period of vibration, stiffness ratio, capacity factor (for moment resisting frames), brace slenderness ratio and column stiffness (for x-braced frames) and characteristics of the ground motion, such as characteristic period and spectral acceleration, strongly influence damage. Nonlinear regression analysis is employed in order to derive simple formulae, which reflect the influence of the aforementioned parameters and offer a direct estimation of the damage indices used in this study.More specifically, given the characteristics of the structure and the ground motion, one can calculate the maximum damage observed in column bases and beams (for moment resisting frames) or in braces (for x-braced frames). Finally, two examples serve to illustrate the use of the proposed expressions and demonstrate their accuracy and efficiency.

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“…Among these are the NSP using adaptive-force distribu tions that follow the time-variant distribution of inertia forces �Bracci et al 1997, El nashai 2001, NSP that consider contribution of more than the fundamental vibration mode �Chopra and Goel 2002, Jan et al 2004, Matsumori et al 1999, and incre mental response spectrum analysis �Aydinoglu 2003�.…”

Section: Introductionmentioning

confidence: 99%

Role of Higher-“Mode” Pushover Analyses in Seismic Analysis of Buildings

Goel

Chopra

2005

Earthquake Spectra

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The role of higher-"mode" pushover analyses in seismic analysis of buildings is examined in this paper. It is demonstrated that the higher-"mode" pushover curves reveal plastic hinge mechanisms that are not detected by the first-"mode" or other FEMA-356 force distributions, but these purely local mechanisms are not likely to develop during realistic ground motions in an otherwise regular building without a soft and/or weak story. Furthermore, the conditions necessary for "reversal" of a higher-"mode" pushover curve are examined. It is shown that "reversal" in a higher-"mode" pushover curve occurs after formation of a mechanism if the resultant force above the bottom of the mechanism is in the direction that moves the roof in a direction opposite to that prior to formation of the mechanism. Such "reversal" can occur only in higher-"mode" pushover analyses but not in the pushover analyses for the first-"mode" or other FEMA-356 force distributions. However, the "reversal" in higher-"mode" pushover curves was found to be very rare in several recent investigations that examined behavior of many moment-resisting frame buildings. Included are guidelines for implementing the Modal Pushover Analysis for buildings that display "reversal" in a higher-"mode" pushover curve.

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Seismic Performance and Retrofit Evaluation of Reinforced Concrete Structures

Cited by 241 publications

References 2 publications

Probabilistic Evaluation of Seismic Performance for a Steel Moment Frame Using Damage Indices

Probabilistic Evaluation of Seismic Performance for a Steel Moment Frame Using Damage Indices

Seismic damage estimation of in-plane regular steel moment resisting and x-braced frames

Role of Higher-“Mode” Pushover Analyses in Seismic Analysis of Buildings

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