An Efficient Approach for Pushover Analysis of Unreinforced Masonry (Urm) Structures

Penelis, Gregory G.

doi:10.1080/13632460609350601

Cited by 40 publications

(25 citation statements)

References 3 publications

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“…It was also noted in Dolce et al (2006) that although ultimate strengths were within +/-30% of the average values seen in literature, that it is necessary to take into account the very large ultimate displacements of URM buildings adopted by HAZUS, which the author attributes to the practice of defining damage states that correspond to partial collapse of buildings. Penelis (2006) also concludes that the capacity curves provided by HAZUS for URM buildings allow extremely high values (1.8%) for ultimate drift, which can only be justified for reinforced masonry buildings. (Penelis, 2006) It can be shown that in over-estimating the deformational capacities of these brittle structures, the use of these opinion-based capacity diagrams in a loss assessment study would result in underestimating the casualties, and socio-economic damages experienced from the contribution of the URM component of the overall building stock.…”

Section: Comparison To and Disparity With Hazus-adopted Curvesmentioning

confidence: 99%

“…Penelis (2006) also concludes that the capacity curves provided by HAZUS for URM buildings allow extremely high values (1.8%) for ultimate drift, which can only be justified for reinforced masonry buildings. (Penelis, 2006) It can be shown that in over-estimating the deformational capacities of these brittle structures, the use of these opinion-based capacity diagrams in a loss assessment study would result in underestimating the casualties, and socio-economic damages experienced from the contribution of the URM component of the overall building stock. The importance of this is highlighted by the fact that HAZUS assigns URM buildings the highest collapse rate and casualty rate due to structural damage out of all building types (National Institute of Building Sciences, 2003).…”

Section: Comparison To and Disparity With Hazus-adopted Curvesmentioning

confidence: 99%

“…It was determined that the model used would be based on equivalent frame discretization and plastic hinges in the critical regions of the piers and spandrels. The hinges were modeled as nonlinear rotational springs with constitutive laws defined by the moment-rotation curve of each element to account for both flexure and shear (Penelis 2000). It was deemed that this model would be the best choice for the anticipated inplane damage and failure modes.…”

Section: A121 Risk-ue Vulnerability Assessment Projectmentioning

confidence: 99%

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Simulation-Based Fragility Relationships for Unreinforced Masonry Buildings

2013

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Unreinforced masonry (URM) structures represent a significant portion of the residential building stock of the Central and Eastern United States (CEUSA), accounting for 15% of homes in the 8-state region impacted by the New-Madrid Seismic Zone and an even greater portion of the building stock in most other regions of the world. In addition to significant population, the brittle nature of URM buildings further supports a thorough consideration of seismic response given the susceptibility to severe failure modes. Currently, there is a pressing need for analytically based fragility curves for URM buildings. In order to improve the estimation of damage state probabilities through the development of simulation-based masonry fragilities, an extensive literature survey is conducted on pushover analysis of URM structures. Using this data, capacity diagrams are generated, from which damage exceedance limit states are defined.Demand is simulated using synthetically derived accelerograms representative of the CEUSA.Structural response is evaluated using an advanced capacity spectrum method developed at the Mid-America Earthquake Center. Capacity, demand, and response are thus derived analytically and response data is used to generate an improved and uniform set of fragility curves for use in loss-assessment software via a framework amenable to rapid expansion of pushover database and variation of ground motion records. A set of best practices is hereby developed for selection and use of experimental and analytical data, input ground motions, analysis of structural capacity, limit state definitions, seismic design categories, and probabilistic analysis methods. Curves are expressed in multiple forms for wide range of use in loss-assessment applications. Results are discussed and compared with other relationships developed in the literature, along with those generated using HAZUS opinion-based capacity data. The parameters of the improved fragility relationships developed and presented in this thesis are provided and suggested for reliable use in seismic loss assessment software.iii To my wife, Erin iv ACKNOWLEDGMENTS

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Section: Comparison To and Disparity With Hazus-adopted Curvesmentioning

confidence: 99%

Section: Comparison To and Disparity With Hazus-adopted Curvesmentioning

confidence: 99%

Section: A121 Risk-ue Vulnerability Assessment Projectmentioning

confidence: 99%

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Simulation-Based Fragility Relationships for Unreinforced Masonry Buildings

2013

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“…The backbone moment (M) vs. rotation (θ) curves for pier hinges (Fig. 2) include both pre and post-peak response and were calculated using the method suggested in [18], which accounts for both flexure and shear mechanisms. This method combines a phenomenological closed-form solution for the flexural response with an empirical model (calibrated against results from tests on URM walls and buildings [19]) for inelastic shear.…”

Section: Nonlinear Analysis Of Realistic Urm Buildingsmentioning

confidence: 99%

Nonlinear Dynamic Analysis of Masonry Buildings and Definition of Seismic Damage States

Kappos¹,

Papanikolaou²

2016

TOBCTJ

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A large part of the building stock in seismic-prone areas worldwide are masonry structures that have been designed without seismic design considerations. Proper seismic assessment of such structures is quite a challenge, particularly so if their response well into the inelastic range, up to local or global failure, has to be predicted, as typically required in fragility analysis. A critical issue in this respect is the absence of rigid diaphragm action (due to the presence of relatively flexible floors), which renders particularly cumbersome the application of popular and convenient nonlinear analysis methods like the static pushover analysis. These issues are addressed in this paper that focusses on a masonry building representative of Southern European practice, which is analysed in both its pristine condition and after applying retrofitting schemes typical of those implemented in pre-earthquake strengthening programmes. Nonlinear behaviour is evaluated using dynamic response-history analysis, which is found to be more effective and even easier to apply in this type of building wherein critical modes are of a local nature, due to the absence of diaphragm action. Fragility curves are then derived for both the initial and the strengthened building, exploring alternative definitions of seismic damage states, including some proposals originating from recent international research programmes.

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“…The URM piers of the ground floor were modelled using moment vs. rotation (M-θ) lumped plasticity hinges according to [12,13].…”

Section: Nl Static Analysismentioning

confidence: 99%

Derivation of Fragility Curves for Traditional Timer-Framed Masonry Buildings Using Nonlinear Static Analysis

Kappos¹,

Kouris²

2014

Proceedings of the 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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An Efficient Approach for Pushover Analysis of Unreinforced Masonry (Urm) Structures

Cited by 40 publications

References 3 publications

Simulation-Based Fragility Relationships for Unreinforced Masonry Buildings

Simulation-Based Fragility Relationships for Unreinforced Masonry Buildings

Nonlinear Dynamic Analysis of Masonry Buildings and Definition of Seismic Damage States

Derivation of Fragility Curves for Traditional Timer-Framed Masonry Buildings Using Nonlinear Static Analysis

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