Secant Stiffness For No-tension Masonry Walls
Having A Non-linear Constitutive Law
Author(s)
I. Mura
Abstract
An analytical approach is proposed for the calculation of axial and bending
secant stiffness properties of a masonry wall or column. In accordance with
experimental results, a non-linear (parabolic) stress-strain relationship for
compressed masonry is adopted in the analysis. Tensile strength, which is small
compared to compressive strength, is neglected. A linear strain distribution is
assumed in the analysis.
Keywords: secant stiffness, masonry walls, non-linear constitutive law, notension
material, numerical methods.
1 Introduction
In the formulation of a method for calculating the behaviour of a masonry
structural element, it is first necessary to define its constitutive law. The various
proposals that have thus far been formulated and adopted in theoretical studies
differ to a certain extent (Frish-Fay [1], La Mendola and Papia [2], Powell and
Hodgkinson [3], Priestley and Elder [4], Pume [5], Sawko and Rouf [6]).
The dispersion of experimental results and the deformation curves
subsequently adopted derive from an objective factor: it is essentially attributed
to the dispersion of the characteristics of the different kinds of masonry involved.
The schematization of the constitutive law with a second-degree parabolic
trend and the vertex corresponding to the maximum strength value appears to be
the most generalized one. Such a schematization indeed describes the behaviour
of brick walls and concrete walls [3, 4] and is thus the one that will be used in
this study.
Having stated this, it is known that the first essential step to be taken in
performing an analysis of masonry structures with numerical methods is the
Keywords
secant stiffness, masonry walls, non-linear constitutive law, notension
material, numerical methods.
Related Book
Other papers in this volume
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