In-plane response of masonry infill walls: Comprehensive experimentally-based equivalent strut model for deterministic and probabilistic analysis

Liberatore, Laura; Noto, Fabrizio; Mollaioli, Fabrizio; Franchin, Paolo

doi:10.1016/j.engstruct.2018.04.057

Cited by 90 publications

(53 citation statements)

References 30 publications

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“…5a) proposed by . This formulation is preferred because the authors also provide the calibrated parameters to apply the pivot hysteretic model, although other recent backbone models are available in literature on the basis of a large number of experimental data (Liberatore et al 2018;De Risi et al 2018). The first branch represents the elastic behaviour of the infill where anisotropy of the brick infills is reflected in the diagonal elastic modulus The post-cracking branch shows a significant reduction of stiffness and reaches the maximum IP strength…”

Section: Layout and Nonlinear Modelling Of Masonry Infillsmentioning

confidence: 99%

In-plane and out-of-plane seismic damage of masonry infills in existing r.c. structures: the case study of De Gasperi-Battaglia school in Norcia

Mazza

Donnici

2020

Bull Earthquake Eng

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A significant correlation between the in-plane (IP) and out-of-plane (OOP) damage propagation of masonry infills (MIs) is frequently observed after strong earthquakes, posing a serious problem as regards vulnerability of public buildings such as schools. The present work is aimed at identifying the effects of different IP and OOP modelling assumptions of MIs on their seismic damage. To this end, the state secondary school De Gasperi-Battaglia in Norcia (Italy), object of monitoring by the Department of Civil Protection since 2000, is investigated for the heterogeneity of infill typologies. The school is composed of a basement and three storeys above ground level, with a reinforced concrete (r.c.) framed structure having a long-shaped rectangular plan. Two typologies can be identified in terms of transverse layout of MIs: (i) double-leaf interior partitions, made of hollow clay bricks; (ii) double-leaf exterior infill walls, constituted by facade solid bricks paired with hollow clay bricks. In addition, partial height infills in the longitudinal direction, due to classroom windows, make the columns susceptible to short column effects. MIs are represented by a five-element macro-model predicting both in-plane (IP) and out-of-plane (OOP) behaviour through a horizontal nonlinear truss and four diagonal nonlinear beam elements, respectively. Stiffness and strength values in the OOP direction are also reduced considering the evolution of the IP damage. Three assumptions are investigated for the behaviour of structural MIs: i.e. elastic both IP and OOP; inelastic IP and elastic OOP; inelastic both IP and OOP. Bare and infilled test structures are subjected to biaxial spectrum-compatible accelerograms, to evaluate the IP and OOP damage levels and effectiveness of the OOP simplified verification proposed by seismic codes.

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Section: Layout and Nonlinear Modelling Of Masonry Infillsmentioning

confidence: 99%

In-plane and out-of-plane seismic damage of masonry infills in existing r.c. structures: the case study of De Gasperi-Battaglia school in Norcia

Mazza

Donnici

2020

Bull Earthquake Eng

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“…The value of the shear strength (τ m0 ) is obtained via linear interpolation between the boundary values proposed in Circolare 7 [72] as a function of Young's modulus. The masonry compressive strength (σ m0 ) is calculated as σ m0 = (τ m0 /0.285) 2 and the bed joints sliding strength τ 0 is obtained from the empirical relationship τ 0 = 2/3 τ m0 [73]. The values of mechanical properties adopted in his study are reported in Table 1.…”

Section: Influence Of Modeling Assumptionsmentioning

confidence: 99%

Effect of Masonry Infill Constitutive Law on the Global Response of Infilled RC Buildings

2021

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Masonry-infilled reinforced concrete frames represent a very common construction typology across the Mediterranean countries. The presence of infills substantially modifies the global seismic performances of buildings in terms of strength, stiffness, and energy dissipation. Although several research studies focused on the overall performances of infilled reinforced concrete frames, the modeling of infill panels remains an open issue due to the complex interaction between the infill and the frame and the uncertainties involved in the definition of the problem. In the present paper, an existing masonry-infilled RC frame designed according to obsolete seismic codes is chosen as a case study. A refined three-dimensional finite element model is built for performing nonlinear static and time-history analyses in order to investigate some significant aspects related to the modeling of infills. In particular, it is investigated the effect of different infill constitutive models on the seismic performance of infilled RC building expressed in terms of engineering demand parameters such as interstory drift ratios and peak floor accelerations, and on the generation of damage fragility curves.

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“…An equivalent concentric single-strut approach is adopted to represent the infill panels, following [32][33][34]. Within the RINTC project, data from [35][36][37] were elaborated in order to establish drift thresholds at cracking, peak, and collapse. The effect of openings is taken into account according to [33].…”

Section: Masonry Infill Elementsmentioning

confidence: 99%

“…For steel, the yield strength, fy, is assumed equal to 448 and 535 MPa for GLD and SLD buildings, respectively, in order to be representative of FeB38k commercial typology between 1974 and 1980, and of FeB44k commercial typology between 1990 and 1996, respectively [8]. For masonry infill panels, material properties are assumed in order to be representative of "light" nonstructural masonry, likely present in existing RC buildings, based on the data collected in [36], assuming a masonry compressive strength fm=2 MPa, a masonry shear strength τm0=0.4 MPa, a basic shear strength of bed joints τ0=0.27 MPa, and a modulus of elasticity Em=1500 MPa.…”

Section: Materials Propertiesmentioning

confidence: 99%

Rintc-E: Towards Seismic Risk Assessment of Existing Residential Reinforced Concrete Buildings in Italy

Ricci¹,

Manfredi²,

Noto³

et al. 2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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The RINTC research project (RINTC Workgroup, 2018), financed by the Italian Department of Civil Protection, is aimed at evaluating the seismic risk of buildings conforming to the Italian building code. Within the framework of this project, the attention has been recently focused on existing buildings, too. In this study, case-study structures, representative of the existing residential reinforced concrete (RC) building stock in Italy, are analyzed. These structures are three-storey buildings with compact rectangular plan, and they have been defined through a simulated design process, in order to represent two types of buildings, namely designed for gravity loads only during 1970s (gravity load designed, GLD) or for moderate seismic loads during 1990s (seismic load designed, SLD). GLD buildings are assumed to be located in three different sites, namely Milan, Naples and Catania, in increasing order of seismic hazard. SLD buildings are assumed to be located in L'Aquila. The assumed design typologies are consistent with the seismic classification of the sites at the assumed ages of construction. The presence of typical nonstructural masonry infill walls (uniformly distributed in plan as external enclosure walls) is taken into account, assuming three configurations along height, namely "bare" (without infills), uniformly infilled and "pilotis" (without infills at the bottom storey) buildings. Two 554 COMPDYN 2019 7 th ECCOMAS Thematic Conference on Computational Methods in Structural Dynamics and Earthquake Engineering M. Papadrakakis, M. Fragiadakis (eds.) (not code-based) Limit States are investigated, namely Usability-Preventing Damage, corresponding to an interruption of the building use, and Collapse. RC elements are modelled with a lumped plasticity approach, through an empirical-based macromodel. The possible occurrence of shear failures in columns is taken into account through a preliminary classification of the expected failure mode (flexure-or shear-controlled, in the latter case prior to or following flexural yielding) and, if needed, a modification of the backbone of the nonlinear moment-chord rotation response, through empirical models providing the expected deformation capacity at shear and axial failure, the latter meant as the (initiation of) loss of axial-load-carrying-capacity. The nonlinear response of beam-column joints is modelled, too, with a "scissors model" based on concentrated springs representing the nonlinear response of the joint panel, at the intersection of beams' and columns' centerlines, through a preliminary evaluation of the expected failure mode (i.e. prior to or following yielding of adjacent beam/column elements). Materials properties are provided by literature studies, consistent with the age of construction of the buildings. The in-plane response of infills is modelled, taking into account the presence of openings, too. Modeling should be considered as simplified and, from some points of view, still preliminary, since advances are foreseen within the project in order to capture...

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In-plane response of masonry infill walls: Comprehensive experimentally-based equivalent strut model for deterministic and probabilistic analysis

Cited by 90 publications

References 30 publications

In-plane and out-of-plane seismic damage of masonry infills in existing r.c. structures: the case study of De Gasperi-Battaglia school in Norcia

In-plane and out-of-plane seismic damage of masonry infills in existing r.c. structures: the case study of De Gasperi-Battaglia school in Norcia

Effect of Masonry Infill Constitutive Law on the Global Response of Infilled RC Buildings

Rintc-E: Towards Seismic Risk Assessment of Existing Residential Reinforced Concrete Buildings in Italy

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