Stress‐Strain Curves for Brick Masonry in Biaxial Compression

Naraine, Krishna; Sinha, Sachchidanand

doi:10.1061/(asce)0733-9445(1992)118:6(1451)

Cited by 23 publications

(8 citation statements)

References 4 publications

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“…The ratio E y /E x can be evaluated through different homogenization techniques (Cluni and Gusella, 2003;Anthoine, 1994) and experimental tests confirm these results (Naraine and Sinha, 1994).…”

Section: Linear Analysismentioning

confidence: 63%

Identification of Shear Parameters of Masonry Panels Through the In-Situ Diagonal Compression Test

Brignola

Frumento

Lagomarsino

et al. 2008

International Journal of Architectural Heritage

139

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This article deals with the mechanical interpretation of the in-situ diagonal compression test on masonry panels, through a non-linear numerical modeling, and proposes a methodology for the evaluation of the tensile strength and the shear modulus of masonry. The results of a wide experimental campaign on 24 masonry panels in the region of Tuscany (Italy) are presented; the obtained material parameters are classified according to the masonry typology. A critical review of the frequently used methodologies for the interpretation of the diagonal compression test, regulated by ASTM and RILEM (ASTM E 519-02, 2002; RILEM TC-76 LUM, 1994), has been made, showing the inaccuracy and incompleteness of both. The aims of this research are to simulate the behavior of different masonry typologies and to give a numerical interpretation of the tests, in order to determine the tensile strength of the panel. This parameter is very important for the seismic safety check of masonry panels in existing buildings, according to many seismic codes.

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Section: Linear Analysismentioning

confidence: 63%

Identification of Shear Parameters of Masonry Panels Through the In-Situ Diagonal Compression Test

Brignola

Frumento

Lagomarsino

et al. 2008

International Journal of Architectural Heritage

139

View full text Add to dashboard Cite

show abstract

“…The assumed mechanical properties are an average of similar structures; for example, compressive strength is reported to vary between 2 to 4 MPa approximately [10,[22][23][24][25][26][27][28][29][30][31][32][33][34][35]. It is also known that URM is not an isotropic material [36,37]; nevertheless, the difference in the strength in the two axis for a biaxial stress state is not high [38][39][40][41][42][43][44], and thus, URM may be assumed isotropic without significant loss of accuracy. ANSYS software is used to model the structure.…”

Section: Modal Characteristics Of the Monumentmentioning

confidence: 99%

Dynamic Characteristics and Rocking Response of a Byzantine Medieval Tower

Kouris¹

2017

JCES

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Abstract-This investigation deals with the dynamic response of a Byzantine unreinforced masonry tower. The tower is located on Mount Athos and was erected in 1427. It was built to host the bells of Vatopedion Monastery and is 25 m tall. It has suffered several earthquakes during its history, and some restoration interventions have been applied. Firstly, the architectural characteristics are considered in the light of seismic events that hit the monument. Then, the modal characteristics are investigated using a linear analysis. Finally, the limit analysis is adopted to examine the behaviour of the tower up to collapse due to out-of-plane failure. A force-based and a displacement-based method are applied, and the respective capacities are converted into spectral quantities using properties of the first mode. Possible collapse mechanisms are considered in conjunction with the observed after-shock damage. The safety factor is derived comparing the capacity curves with the considered spectra.

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“…They established that the uniaxial and biaxial stress-strain history possess a locus of common points where the reloading part of any cycle crosses the unloading part of the previous cycle which can be used to define the permissible stress levels for brick masonry under cyclic loading. A generalised approach is also proposed by the same authors [39] to determine the envelope, common-point, and stability-point curves on the absolute stress-strain coordinate system, using a general stress-strain equation for each principal stress ratio.…”

Section: E E J J S S E Ementioning

confidence: 99%

FE Analysis of Complex Discontinuous and Jointed Structural Systems

Tzamtzis

2004

EJSE

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In this part, a non-linear 3D finite element model for the analysis of unreinforced masonry walls subjected to static and seismic loads is presented, in order to demonstrate the applicability and potential of the method proposed in Part 1. The work reported here could also stand “on-its-own”, due to the detailed investigation made on this particular subject. The model developed considers masonry as a two-phase material, treating bricks and mortar joints separately, thus allowing for nonlinear deformation characteristics and progressive local failure of both bricks and mortar joints. The influence of the mortar joints is taken into account by using ‘interface’ elements to simulate the timedependent sliding and separation along the interfaces. Analytical and experimental solutions available in the literature have been employed to verify the results obtained from the present finite element model, showing that it is capable of a high degree of accuracy.

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Stress‐Strain Curves for Brick Masonry in Biaxial Compression

Cited by 23 publications

References 4 publications

Identification of Shear Parameters of Masonry Panels Through the In-Situ Diagonal Compression Test

Identification of Shear Parameters of Masonry Panels Through the In-Situ Diagonal Compression Test

Dynamic Characteristics and Rocking Response of a Byzantine Medieval Tower

FE Analysis of Complex Discontinuous and Jointed Structural Systems

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