Identification of Suitable Limit States from Nonlinear Dynamic Analyses of Masonry Structures

2014 ◽  
Vol 18 (2) ◽  
pp. 231-263 ◽  
Author(s):  
Amaryllis Mouyiannou ◽  
Maria Rota ◽  
Andrea Penna ◽  
Guido Magenes
Keyword(s):  
Nonlinear Dynamic ◽  
Masonry Structures ◽  
Limit States ◽  
Dynamic Analyses ◽  
Nonlinear Dynamic Analyses

Numerical Investigations on the Seismic Response of Masonry Building Aggregates

2010 ◽  
Vol 133-134 ◽  
pp. 715-720 ◽  
Author(s):  
Ilaria Senaldi ◽  
Guido Magenes ◽  
Andrea Penna
Keyword(s):  
Seismic Response ◽  
Nonlinear Dynamic ◽  
Masonry Building ◽  
Structural Units ◽  
Numerical Investigations ◽  
Dynamic Analyses ◽  
Nonlinear Dynamic Analyses ◽  
Building Aggregates

The work focuses on the analysis of the seismic response of masonry building aggregates for a better understanding of the vulnerability of single structural units and of their behaviour within the aggregates. Idealized representative models are developed based on the typical characteristics of the row conglomeration typology. The seismic response of the models is evaluated and discussed by means of nonlinear dynamic analyses.

Implications of cumulated seismic damage on the seismic performance of unreinforced masonry buildings

2014 ◽  
Vol 47 (2) ◽  
pp. 157-170 ◽  
Author(s):  
Amaryllis Mouyiannou ◽  
Andrea Penna ◽  
Maria Rota ◽  
Francesco Graziotti ◽  
Guido Magenes
Keyword(s):  
Nonlinear Dynamic ◽  
Fragility Curves ◽  
Seismic Damage ◽  
Unreinforced Masonry ◽  
Masonry Building ◽  
Masonry Buildings ◽  
Seismic Capacity ◽  
Building Stock ◽  
Dynamic Analyses ◽  
Nonlinear Dynamic Analyses

The seismic capacity of a structure is a function of the characteristics of the system as well as of its state, which is mainly affected by previous damage and deterioration. The cumulative damage from repeated shocks (for example during a seismic sequence or due to multiple events affecting an unrepaired building stock) affects the vulnerability of masonry buildings for subsequent events. This paper proposes an analytical methodology for the derivation of state-dependent fragility curves, taking into account cumulated seismic damage, whilst neglecting possible ageing effects. The methodology is based on nonlinear dynamic analyses of an equivalent single degree of freedom system, properly calibrated to reproduce the static and dynamic behaviour of the structure. An application of the proposed methodology to an unreinforced masonry case study building is also presented. The effect of cumulated damage on the seismic response of this prototype masonry building is further studied by means of nonlinear dynamic analyses with the accelerograms recorded during a real earthquake sequence that occurred in Canterbury (New Zealand) between 2010 and 2012.

INFLUENCE OF ADDED VISCOUS DAMPERS ON THE PROBABILISTIC SEISMIC PERFORMANCE EVALUATION OF RC FRAMES

2015 ◽  
Vol 2 (1) ◽  
Author(s):  
Luca Landi ◽  
Cristina Vorabbi ◽  
Pier Paolo Diotallevi
Keyword(s):  
Nonlinear Dynamic ◽  
Ground Motions ◽  
Frame Structures ◽  
Rc Frame ◽  
Viscous Dampers ◽  
Fluid Viscous Dampers ◽  
Hazard Curve ◽  
Dynamic Analyses ◽  
Nonlinear Dynamic Analyses ◽  
Rc Frame Structures

This paper deals with the parameters which influence the probability of reaching the near collapse limit state of RC frame structures equipped with nonlinear fluid viscous dampers. The study can be divided into two steps. The first aims to assess how the median and the dispersion of seismic demand can vary in the RC frame structures with and without dampers, considering a wide set of ground motions. The second step evaluates the expression in closed form, given by 2000 SAC/FEMA method, to assess the annual probability of failure of RC structures. This probability has been estimated considering a wide set of ground motions and different methods to approximate the hazard curve. The evaluations have been made on the basis of the results of a large number of nonlinear dynamic analyses; in particular, 180 nonlinear dynamic analyses have been made for the case studies with and without dampers. In conclusion, it has been noticed that the probabilistic assessment depends on the number of records considered and that the simplified formula provided by the 2000 SAC-FEMA method is strongly sensitive to the variation of the hazard curve and the dispersion.

Assessment of some Canadian seismic code requirements for concrete frame structures

1991 ◽  
Vol 18 (3) ◽  
pp. 343-357
Author(s):  
Patrick Paultre ◽  
Denis Mitchell
Keyword(s):  
Nonlinear Dynamic ◽  
Combined Loading ◽  
Concrete Frame ◽  
Dynamic Analyses ◽  
Loading Effects ◽  
Real Earthquake ◽  
Strength And Stiffness ◽  
Nonlinear Dynamic Analyses ◽  
Building Designs ◽  
Current Code

Three buildings in Montreal were designed for different levels of "ductility" according to the 1990 National Building Code of Canada and the 1984 Canadian Standards Association standard for the design of concrete structures for buildings. Analytical procedures were developed in order to predict the responses of main structural components to the combined loading effects of axial load, moment, and shear. In addition, a hysteretic behavioural model was developed in order to account for strength and stiffness degradation as well as pinching of the hysteretic response. Nonlinear dynamic analyses were carried out on each building for a series of artificially generated accelerograms together with real earthquake records. The results of the nonlinear dynamic analyses enabled an assessment of the performance of different building designs and an assessment of current code requirements. Key words: seismic design, reinforced concrete, detailing, structures, codes.

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