Minimum Thrust of Rounded Cross Vaults

Coccia, Simona; Como, Mario

doi:10.1080/15583058.2013.804965

Cited by 24 publications

(12 citation statements)

References 5 publications

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“…where specifically, M is the set of the admissible mechanisms of the vault related to the settlement d occurring along the direction perpendicular to the nave [2,3,14]. The general three-dimensional deformation of the vault depends on the mechanism assumed for the diagonal rounded ribs: as a consequence of the settlement, three hinges occur, one at the keystone in the extrados and two at the haunches in the rib intrados (Fig.…”

Section: The Thrust Of the Main Cross Vaultmentioning

confidence: 99%

“…The first approach moves in the no tension framework and simplifies the real geometry of the structure, considering only its more relevant components. In this context, the studies can be conducted by means a static (as in [8][9][10][11]) or a kinematic approach (as in [12][13][14]). Furthermore, the real response of the masonry material is properly considered assuming the Heyman model.…”

Section: Introductionmentioning

confidence: 99%

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Wind strength of Gothic Cathedrals

Coccia

Como

Carlo

2015

Engineering Failure Analysis

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Section: The Thrust Of the Main Cross Vaultmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Wind strength of Gothic Cathedrals

Coccia

Como

Carlo

2015

Engineering Failure Analysis

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“…Consequently, the dome slices and, producing a mechanism, adapts itself to the settlement. As in the case of the arch [10][11][12]14] or of the cross vault [10,13,15], a state of minimum thrust takes thus place in the dome. This state is so defined by a statically admissible pressure surface i.e., all contained within the dome thickness and tangent to the dome along two parallel circles to assure the formation of circular hingings producing the settlement mechanism.…”

Section: The Incipient Settlement State and The Minimum Thrust Surfacementioning

confidence: 99%

Minimum thrust and minimum thickness of hemispherical masonry domes

2016

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A masonry dome cracks when the tension stresses in the hoop rings near the springing reach the masonry’s weak tensile strength. These meridional cracks arrive and spread along the dome. In this condition, the pressure surface with zero hoop stresses represents the extension to the three-dimensional case of the problem of the catenary. This analytical approach is adopted in the paper first to develop an accurate description of the minimum thrust state for the hemispherical masonry dome and the corresponding configuration of the pressure surface. Furthermore, the minimum thickness state is studied. Contributions of the paper are either an analytical formulation of the minimum thrust, depending on the geometrical thickness–radius ratio, or a modification of the minimum thickness–radius ratio with respect to the commonly accepted value. In this last geometrical configuration, the pressure surface has to touch the intrados of the dome at the crown, instead of passing through the extrados at the springing

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“…Taking into account that Murena Palace was conceived with modular and repetitive functional/structural criteria, the other boundary conditions (aimed at considering the adjacent portions of the building) have been modelled as connecting rods with a horizontal axis. A damage model has been implemented in order to simulate the masonry behavior and its nonlinear response, as usually performed by several research groups, e.g., [23][24][25][26][27][28][29]. Being masonry material characterized by limited tensile strength and high compressive strength, by means of homogenization techniques, the anisotropic characteristics of this heterogeneous material can be modelled like a continuum body having equivalent mechanical behavior, also linked to the specific wall texture [30,31].…”

Section: Structural Analysismentioning

confidence: 99%

Seismic Vulnerability of Sub-Structures: Vantitelli’s Modulus in Murena Palace

Gusella

Liberotti

2020

Buildings

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This paper focuses on the Murena Palace in Perugia, part of an architectural complex designed by Luigi Vanvitelli and completed by Carlo Murena in the 18th century. In the context of the seismic vulnerability assessment of this masonry building, the safety of a construction modulus, which gathers several peculiar features identified within the edifice, is analyzed by means of an integrated architectural-structural approach. This construction modulus, that will be called Vanvitelli’s Modulus, is characterized by an intrinsic structural asymmetry with clusters of rooms with masonry vaults, combining different heights, where load bearing walls are standing on top of the vaults. Given these peculiarities, this construction modulus has to be analyzed as a sub-structure with regards to the seismic vulnerability. To this purpose, experimental tests, in particular videoendoscopies and structural monitoring, were conducted to identify geometrical features of walls and vaults, mechanical characteristic of materials and the actual damage condition. From an accurate survey, an innovative parametric approach has been proposed to build the geometrical model of the construction modulus. This has been used, by FEM (finite element method), to perform a structural analysis whose results have been checked by comparison with the actual damage patterns. The proposed integrated architectural-structural approach permits a deeper comprehension of the structural principles that characterize Vanvitelli’s construction modulus and to estimate its seismic vulnerability.

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Minimum Thrust of Rounded Cross Vaults

Cited by 24 publications

References 5 publications

Wind strength of Gothic Cathedrals

Wind strength of Gothic Cathedrals

Minimum thrust and minimum thickness of hemispherical masonry domes

Seismic Vulnerability of Sub-Structures: Vantitelli’s Modulus in Murena Palace

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