Numerical modeling of the in-plane behavior of historical brick masonry walls

Furtmüller, Thomas; Adam, Christoph

doi:10.1007/s00707-011-0493-z

Cited by 35 publications

(26 citation statements)

References 9 publications

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“…In summary, the available candidate case studies for numerical simulation are few in number and mostly concerning stack bond prisms [7,[13][14][15][16][17][31][32][33][34][35][36][37][38][39][40][41]. Case studies of walls in running bond are not uncommon [33,40,[42][43][44] but tests on walls in Flemish bond are rare [45] while a few suitable examples of English bond pillars were also identified [13,33].…”

Section: Inventory Of Experimental Results Data Overviewmentioning

confidence: 99%

“…Case studies of walls in running bond are not uncommon [33,40,[42][43][44] but tests on walls in Flemish bond are rare [45] while a few suitable examples of English bond pillars were also identified [13,33]. The vast majority of these cases involve the characterization of clay brick masonry with a few exceptions involving stone block masonry [14,35] or compressed cement block masonry [15].…”

Section: Inventory Of Experimental Results Data Overviewmentioning

confidence: 99%

“…Additionally, other case studies include the simulation of concentric, Furtmüller & Adam [13], Schlegel [14], Vyas & Reddy [15], and eccentric compression of masonry, Adam et al [16], Brencich et al [17]. Finally, threedimensional periodic unit cells have been used for the verification of the results of homogenization methods for masonry under triaxial normal and shear stress, Cecchi et al [18], Zoucchini & Lourenço [19].…”

Section: Introductionmentioning

confidence: 99%

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Numerical prediction of the behavior, strength and elasticity of masonry in compression

Drougkas

Roca

Molins

2015

Engineering Structures

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The paper focuses on the numerical prediction of the compressive response of masonry by means of detailed micro-modelling techniques. In such a model, the material constituents (mortar and units) and the unit-mortar interfaces are separately described by means of specific constitutive equations.The available modeling choices are evaluated through a literature review of related case studies. A systematic approach is proposed and is corroborated by the numerical simulation of a large number of experimental cases from various sources. A total of fifty experimental results are simulated resulting in an overall good prediction of the compressive strength and elastic modulus of the masonry composite, as well as a realistic depiction of the failure mode.This study focuses on the numerical prediction of the compressive strength of masonry, extending to issues pertaining to global stiffness, failure mode, hardening and softening behavior of masonry and their numerical simulation. The masonry typology considered consists of solid units, primarily brick, and mortar of mostly lower strength and higher deformability. Highlights• The behavior of masonry in compression is investigated using micro-models• A combined smeared cracking-plasticity law is used for the units and mortar• A total of fifty experimental compression tests are simulated• Compressive strength and Young's modulus of masonry is well approximated• Remarks on the behavior and failure mode of masonry in compression are made

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Section: Inventory Of Experimental Results Data Overviewmentioning

confidence: 99%

Section: Inventory Of Experimental Results Data Overviewmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Numerical prediction of the behavior, strength and elasticity of masonry in compression

Drougkas

Roca

Molins

2015

Engineering Structures

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“…The literature reports the results of a large number of quasi-static tests on URM walls; a summary of these can be found in Frumento et al (2009). In almost all test series the walls were subjected to either cantilever or fixed-fixed conditions and parameters such as the axial stress ratio and aspect ratio rather than the moment profile over the height of the walls were investigated.…”

Section: Quasi-static Cyclic Tests On Masonry Wallsmentioning

confidence: 99%

“…CEN 2005), which define the drift capacity as a function of only two parameters, i.e., the expected failure mode and the ratio between the shear span and the length of the wall H 0 /L. This results in significant dispersion of predicted to observed drift capacities (Frumento et al 2009;Petry and Beyer 2014a). To promote the use of performance-based design of URM buildings, improved drift capacity models are required.…”

Section: Introductionmentioning

confidence: 99%

Limit states of modern unreinforced clay brick masonry walls subjected to in-plane loading

Petry

Beyer

2014

Bull Earthquake Eng

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Recent research showed that the in-plane horizontal displacement capacity of unreinforced masonry (URM) walls depends on numerous factors that are not yet captured by current empirical drift capacity models; e.g., axial stress, shear span, geometry of the walls and the material used. In order to improve the performance-based assessment of URM wall buildings, future research should aim at developing numerical and mechanical models that link the global force-displacement response of URM walls to local deformation measures such as strains. This paper addresses the behaviour of modern clay brick masonry and makes first contributions to such an endeavour by the evaluation of experimental results: first, two sets of limit states are proposed that link local damage limit states to characteristic points of the global force-displacement response of the URM wall. The two sets define limit states for walls developing a shear or a flexural mechanism respectively. Second, local deformation measures deemed suitable for the characterisation of these limit states are evaluated from optical measurement data of quasi-static cyclic wall tests. These include strains, compression zone depth and the ratio of shear to flexural deformations.

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Homogenized material properties for cross‐laminated timber

Furtmüller

Adam

Giger

2018

Proc Appl Math and Mech

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In this contribution the coefficients of the elastic stiffness tensor of a generalized shell section for cross-laminated timber (CLT) slabs are derived by application of a numerical homogenization scheme based on a repeating unit cell (RUC). In an example it is shown that a finite shell element model with those homogenized shell stiffness parameters predicts closely the modal properties of a CLT slab, thus, verifying the accuracy of the applied homogenization procedure for this type of structural members.

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Numerical modeling of the in-plane behavior of historical brick masonry walls

Cited by 35 publications

References 9 publications

Numerical prediction of the behavior, strength and elasticity of masonry in compression

Numerical prediction of the behavior, strength and elasticity of masonry in compression

Limit states of modern unreinforced clay brick masonry walls subjected to in-plane loading

Homogenized material properties for cross‐laminated timber

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