Czasopismo | MATERIAŁY BUDOWLANE | Rocznik 2016 - zeszyt 12

Determination of mortar and brick failure surface based on research in a complex state of stress

10.15199/33.2016.12.13

nr katalogowy: 103265
10.15199/33.2016.12.13

The paper shows a investigation of masonry components in a complex state of streses. In the mortar and brick material model the Willam-Warnke failure criteria are used. All parameters of failure criteria are obtained from mortar and brick samples investigations. To estimate the position of the meradians of the failure surface, the triaxial and uniaxial tests of mortar and brick were made. Keywords:masonry unit,mortar,Willam-Warnke failure criteria, triaxial and uniaxial investigations of load state.In the numerical analysis of the masonry structures twomethods canbeused:microand macro-modeling [2, 3, 4, 5, 6]. Micro-modeling depends on different description of mortar andbrickproperties. It involves separatedivision on finite-elements in each material. To make an appropriate description of themortar and brick interaction on the plane of their contact, the additional contact elements must be used.Macro-modeling depends on estimating substitutematerial description presenting connectionsbetweenaverage strengths andstrains. Themasonrymodel is showedhere as ahomogeneous material. The basic advantage of the homogeneousmodels is theunlimitedsize and shapeof the finite-elements.However, themain disadvantage of the said models is the lack of the possibility tomake an appropriatemapping of themasonry destruction. There can be showed the crack effect on the contact ofmortar andbrickonlybyusingmicro-modeling. In thepaper resultsof triaxial anduniaxial tests for mortar and brick samples were submited. Parabolic meridians of Willam-Warnke failure surface established and presented. Failure surface Willam-Warnke failure surface has noncircular cross sections consist of three tangent ellipses (fig. 1a). The surface has a pyramid similar shape (fig. 1b)with straight or second-order parabolic generating line, called meridians [8]. In the paper the five-parameter Willam-Warnke criteria was used. In the said criteria the failure surface [...]

Bibliografia

[1] ChaimoonKirt,AttardMarioM. 2007, "Modeling of unreinforced masonry walls under shear and compression", Engineering Structures 29 (9): 2056 - 2068.
[2] Chen W. F. 1982. "Plasticity in reinforced concrete". McGraw-Hill Book Company.
[3] Drobiec Łukasz, Kubica Jan. 2002. "Influence of Some Types of Bed Joint Reinforcement onMechanical Properties of Masonry Under Compression". Proceedings of theBritishMasonry Society, no. 9: 99 - 104.
[4] DrobiecŁukasz. 2004. "Analizamurówz cegły pełnej ze zbrojeniem w spoinach wspornych poddanych obciążeniom pionowym". Praca doktorska, Gliwice.
[5] Drobiec Łukasz. 2005. "FEM Micro Model of Masonry". 5th International Conference Analytical Models and New Concepts in Concrete and Masonry Structures AMCM: 1 - 8.
[6] Drobiec Łukasz. 2006. "FEM Micro-Model for Masonry Reinforced in Bed Joints". Proceedings of the BritishMasonry Society, no. 10, Published by the Society Stoke-on-Trent.
[7] Majewski Stanisław. 2004. "MWW3 - elasto- -plastic model for concrete". Archives of Civil Engineering nr 1: 11 - 43.
[8]Massart T. J., R. H. J. Peerlings, M. G. D. Geers, S. Gottcheiner. 2005. "Mesoscopic modeling of failure in brickmasonry accounting for three-dimensional effects". Engineering Fracture Mechanics 72 (5): 1238 - 1253.
[9] Willam K. J., Warnke E. P. 1975. "Constitutive models for the triaxial behavior of concrete". IABSE Proceddings, vol. 19: 1 - 30.

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