Corner failure in masonry buildings: An updated macro-modeling approach with frictional resistances

Casapulla, Claudia; Maione, Alessandra; Argiento, Luca Umberto; Speranza, Elena

doi:10.1016/j.euromechsol.2018.03.003

Cited by 34 publications

(28 citation statements)

References 30 publications

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“…The corner failure analyzed in this paper generally occurs when the orthogonal masonry walls are well-connected each other; in this case, the actual mechanism is often the result of a combination of two failure modes: the rocking-sliding failure, with the formation of two main cracks that break the continuity of the interlocked walls, 20 and the horizontal°exure failure, with the formation of two macro-blocks rotating around three cylindrical hinges for each wall. 22 The prevalence of one over the other is strongly a®ected by the geometrical parameters, mainly the unit shape; in the case of walls composed of rather square blocks, as those belonging to the real case study analyzed in Secs.…”

Section: Rigid Macro-block Modelmentioning

confidence: 99%

“…In particular, F are evaluated by applying the criterion proposed and updated in previous works. 20,32 This criterion concerns the formulation of the frictional resistances in function of the unknown inclinations of the crack lines, based on the occurrence that these resistances tend to their maximum values as the crack lines tend to the vertical direction, while approaching zero as the crack lines tend to their maximum values, i.e. the half-unit shape line.…”

Section: Rigid Macro-block Modelmentioning

confidence: 99%

“…The actual resultant of the frictional resistances along each crack line can be evaluated as a weighted value in function of the crack inclination angle, i.e. 20 :…”

Section: Rigid Macro-block Modelmentioning

confidence: 99%

“…[15][16][17] In particular, the corner failure involving a complex three-dimensional motion is still poorly investigated. In fact, although this kind of failure has frequently been observed in seismic scenarios, only few analytical works [18][19][20][21] and experimental investigation 22 devoted to it were found in the literature. Generally, it can occur when at least one corner of the building is free, without any adjacent structures, i.e.…”

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Nonlinear Static and Dynamic Analysis of Rocking Masonry Corners Using Rigid Macro-Block Modeling

Casapulla

Giresini

Argiento

et al. 2019

Int. J. Str. Stab. Dyn.

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The corner failure is one of the most typical local mechanisms in masonry buildings vulnerable to earthquakes. The seismic assessment of this mechanism is poorly studied in the literature and in this paper it is addressed by means of both nonlinear static and dynamic analyses of rocking rigid blocks. The static approach is based on the displacement-based method and is aimed at predicting the onset of the 3D failure mechanism and its evolution through incremental kinematic analysis. This approach also considers the presence of a thrusting roof and the stabilizing contribution of frictional resistances exerted within interlocked walls. The capacity in terms of both forces and displacements is compared with the seismic demand through the construction of acceleration-displacement response spectra, with some originality. The nonlinear dynamic approach is based on the seminal Housner's work on rocking rigid blocks and considers the in°uence of transverse walls, roof overloads and outward thrust, all included in an updated equation of one-sided motion. In particular, the process of de¯ning an equivalent prismatic block, representative of the original corner geometry, is presented to convert the 3D dynamic problem into a 2D rocking motion. The wide suitability and advantage of such modeling approaches to assess the seismic response of rocking masonry structures with reference to spe-ci¯c limit states are demonstrated through a real case study, i.e. the collapse of a corner in a masonry school building during the 2016-2017 Central Italy seismic sequence. The compared results provide a good agreement of predictions in terms of both onset and overturning conditions, for which the static model appears to be more conservative than the dynamic one.

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Section: Rigid Macro-block Modelmentioning

confidence: 99%

Section: Rigid Macro-block Modelmentioning

confidence: 99%

“…The actual resultant of the frictional resistances along each crack line can be evaluated as a weighted value in function of the crack inclination angle, i.e. 20 :…”

Section: Rigid Macro-block Modelmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Nonlinear Static and Dynamic Analysis of Rocking Masonry Corners Using Rigid Macro-Block Modeling

Casapulla

Giresini

Argiento

et al. 2019

Int. J. Str. Stab. Dyn.

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“…A masonry wall can be regarded as a rigid block, if its behavior is monolithic, that is the mortar joints are in good condition and the masonry texture is sufficiently regular. A method, alternative to the kinematic analysis [8][9][10], that can be used for assessing the dynamic response of rigid blocks is a non-linear dynamic analysis, also called "rocking analysis", that is based on the pioneering Housner's work [11]. Due to the strong nonlinearities involved in the problem, given by the dynamics of the rigid block and by the boundary conditions (tie rods and transverse walls), the equation of motion of the rocking block must be solved step by step if the input action is a real seismic record.…”

Section: Introductionmentioning

confidence: 99%

Stochastic Assessment of Rocking Masonry Façades Under Real Seismic Records

Giresini¹,

Taddei²,

Casapulla³

et al. 2019

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

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This contribution assesses in stochastic terms the safety level of masonry façades potentially subjected to out-of-plane loading and the beneficial effect offered by horizontal restraintssuch as steel tie rods-under earthquakes. A parametric analysis is performed on façades of different slenderness and size to state their influence on the response in probabilistic terms, showing that velocity and energy based Intensity Measures are optimal since they usually respect the efficiency and practicality criteria. In case of retrofitting interventions, the univariate FCs can be plotted in the two configurations (with and without steel tie rods). In order to effectively present the results, the graph of the difference of conditional probability is elaborated, which directly gives the information on the earthquake intensity for which the level of improvement is more relevant. Univariate and bivariate curves are also compared and the former may be not in favor of safety, especially for stronger seismic records. This probabilistic procedure is ideal for applications in earthquake engineering, assessing in stochastic sense the level of improvement obtained with traditional retrofitting solutions.

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Preliminary data and field observations of the 21st August 2017 Ischia earthquake

Briseghella

Demartino

Fiore

et al. 2018

Bull Earthquake Eng

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Corner failure in masonry buildings: An updated macro-modeling approach with frictional resistances

Cited by 34 publications

References 30 publications

Nonlinear Static and Dynamic Analysis of Rocking Masonry Corners Using Rigid Macro-Block Modeling

Nonlinear Static and Dynamic Analysis of Rocking Masonry Corners Using Rigid Macro-Block Modeling

Stochastic Assessment of Rocking Masonry Façades Under Real Seismic Records

Preliminary data and field observations of the 21st August 2017 Ischia earthquake

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