Numerical modelling of the dynamic behaviour of masonry constructions
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1 Numerical modelling of the dynamic behaviour of masonry constructions Laboratorio di Meccanica dei Materiali e delle Strutture Cristina Padovani Giuseppe Pasquinelli Maria Girardi Istituto di Scienza e Tecnologie dell Informazione. Faedo ISTI-CNR Pisa 1
2 The NOS code is a finite element solver for nonlinear analyses. Masonry is modelled by a nonlinear isotropic elastic material with zero tensile strength and limited compressive strength (masonry-like or notension material). [G. Del Piero, Meccanica 1989; S. Di Pasquale, Meccanica 1992; M. Lucchesi, C. Padovani et al., Masonry Constructions and Numerical pplications, Springer 2008]. Static analyses Dynamic analyses Thermo-mechanical analyses Stress fields Collapse loads Elastic, fracture and crushing strain fields Displacement fields Temperature fields Time- histories NOS library: beam, shell, 2D, 3D elements (17 elements) The NOS version for static analyses is freely downloadable by 2 2
![Del Piero, Meccanica 1989; S. Di Pasquale, Meccanica 1992; M. Lucchesi, C. Padovani et al., Masonry Constructions and Numerical pplications, Springer 2008].](/docs-images/44/13361944/images/page_2.jpg "Static analyses Dynamic analyses Thermo-mechanical analyses Stress fields Collapse loads Elastic, fracture and crushing strain fields Displacement fields Temperature fields Time- histories")
3 E T e E E f c E E, 0 0 the infinitesimal strain tensor, the Cauchy stress tensor, the elastic part of the strain, the fracture strain, the crushing strain, the modulus of elasticity and the Poisson s ratio, the masonry maximum compressive stress. Given E, find E f, E c, T such that e f c E = E + E + E, f c E E = 0, T The masonry-like constitutive equation E e e E tr( E )I, f c T E T I E 0, T, c E 0, 0 T- I 0, 0 f E 0 T s s 0 T(E), ˆ D T(E) ˆ E 3 3 e
4 Static nalyses Dynamic nalyses WONDERmasonry 2011, Facoltà di Ingegneria, Firenze Some example applications 1995 Battistero del Duomo, Volterra 1996 rsenale Mediceo, Pisa 1998 Teatro Goldoni, Livorno 1998 Chiesa Madre di S. Nicolò, Noto 2004 Chiesa di Santa Maria Maddalena, Morano Calabro 2005 Chiesa di San Ponziano, Lucca 2008 Chiesa bbaziale di Santa Maria della Roccella, Roccella Ionica 2008 Torre Rognosa, San Gimignano 2010 Torre delle Ore, Lucca
5 z The Rognosa tower in San Gimignano project) +45,34 +43,34 (Top) SEZ. - t SEZ. - t y x Side overlooking the Cathedral Square t y x Side overlooking the Cathedral Square t z x +19,04 (Surrounding roofs level) +8,60 (Masonry vaults level) +0,00 (Square level)
6 The Rognosa tower in San Gimignano: digital acquisition of the geometry (VC Lab ISTI CNR) Merging resolution=1 cm
7 The Rognosa tower in San Gimignano: - Static analysis The Tower is subjected to its own weight and to the weight of the surrounding buildings - Dynamic analysis The Tower subjected to the Nocera Umbra earthquake in x - direction
8 The Rognosa tower in San Gimignano: dynamic analysis SEZ. - Tower base section t +43,34 (Top) y x Side overlooking the Cathedral Square t z x +19,04 (Surrounding roofs level) +8,60 (Masonry vaults level) +0,00 (Square level)
9 The Rognosa tower in San Gimignano: dynamic analysis +45,34 +43,34 (Top) +19,04 (Surrounding roofs level) +8,60 (Masonry vaults level) z x +0,00 (Square level)
10 CST 2010, The Tenth International Conference on Computational Structures Technology September 2010, Valentia The Rognosa Tower in San Gimignano: digital acquisition and structural analysis Tower vertical section The bell chamber +45,34 +43,34 (Top) +19,04 (Surrounding roofs level) z x +8,60 (Masonry vaults level) +0,00 (Square level)
11 The Rognosa tower in San Gimignano: dynamic analysis Compressive stresses T zz t time t=3,41 s: Minimum values reached during the analysis :
12 The Rognosa tower in San Gimignano: dynamic analysis Crushing strain E c zz t time t=3,41 s: Minimum values reached during the analysis :
13 The Rognosa tower in San Gimignano: dynamic analysis Tangential fracture strain E f tt t time t=3,41 s: Maximum values reached during the analysis :
14 The Rognosa tower in San Gimignano: dynamic analysis Fracture strain E f zz t time t=3,41 s: Maximum values reached during the analysis :
15 The Rognosa tower in San Gimignano: dynamic analysis Displacements u x Maximum values reached during the analysis:
16 The NOS-ITC project funded by the Region of Tuscany (PR-FS ) ISTI - CNR Pisa DCR Firenze Basic Research NOS - ITC CODE Case study Consulting Service
17 The NOS-ITC project NOS CODE: f.e.m. nonlinear solver SLOME: pre-post processor NOS-ITC code Case study: Voltone, Livorno CONSULTING SERVICE Municipalities Monuments and Fine rts Offices Professional offices 17
18 Conclusions The NOS code is a finite element code for static and dynamic nonlinear analyses of masonry structures. The version for static analyses is freely downloadable. Masonry is modelled by means of a masonry-like constitutive equation with zero tensile strength and finite or infinite compressive strength. case study has been presented in which the seismic vulnerability of the Rognosa Tower in San Gimignano is assessed by means of a dynamic numerical analysis conducted via NOS code. The NOS-ITC project aims to upgrade the NOS code and disseminate the use of numerical tools in the field of maintenance and restoration of the architectural heritage.
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