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An Orthotropic Elastic-Plastic Constitutive Model for Masonry Walls

Piotr Bilko *,† and Leszek Małyszko †

Faculty of Geoengineering, University of Warmia and Mazury in Olsztyn, Oczapowskiego 2, 10-719 Olsztyn, Poland; leszek.malyszko@uwm.edu.pl * Correspondence: piotr.bilko@uwm.edu.pl † These authors contributed equally to this work.

Received: 7 August 2020; Accepted: 11 September 2020; Published: 13 September 2020 ���������� �������

Abstract: The use of a continuum structural model for the analysis of masonry structures in the plane stress state is discussed in this paper. Attention is paid to orthotropic masonry at the material level and validation of the model after its implementation in a proprietary finite element method (FEM) system via user-supplied subroutine. The constitutive relations are established in the framework of the mathematical elastoplasticity theory of small displacements and deformations. Based on the orthotropic failure criterion that was originally proposed by Hoffman in the spatial stress state, the model includes a generalization of the criterion in the plane stress. As it is the case for isotropic quasi-brittle materials, different yield surfaces are considered for tension and compression, which are both of Hoffman type.

Keywords: orthotropic failure criteria; implementation; finite element; plasticity; masonry

1. Introduction

The mechanical behavior of masonry is subjected to various influencing factors, mostly resulting from its complicated mesoscopic and microscopic structure and two basic materials used. Therefore, different modeling approaches are available for the numerical simulation of the mechanical behavior of masonry structures. Extensive research has been conducted on the development of advanced numerical modeling and the analysis of historical masonry structures for several decades [1–4]. However, a macroscopic approach is required for the viable analysis and the prediction of global structural behavior. The macroscopic composite behavior of masonry can be described assuming a homogeneous continuum and an anisotropic material with directional properties. This alternative of the constitutive modeling proved to be promising in two-dimensional problems, especially for models with closed form of the failure, yield, or limit surface. Some constitutive macro-models that are relied on for the finite element method (FEM) are widely used in the last decades with a different degree of complexity and idealizations—from initial models with simply isotropic, linear elastic behavior to advanced models with non-linear orthotropic behavior that are recently developed in the framework of modern concepts of continuum damage mechanics.

More considerable interest in the biaxially loaded masonry began more than forty years ago, in the late seventies of the last century, both by experiments and theory. In general, experiments were mainly carried out at that time concerning the failure of shear walls. They were usually related to the proposed failure criterion for the masonry in the plane state of stresses in the representative form of the particular tests that had to be involved [5,6]. The representative biaxial test for walls built with any kind of masonry elements was conducted very seldom because of the technical difficulties. The biaxial test data of Page [7,8] were interpolated in [9] in the form of a failure criterion. The criterion was written using three failure surfaces in the form of elliptic cones expressed by a second-order

Materials 2020, 13, 4064; doi:10.3390/ma13184064 www.mdpi.com/journal/materials

http://www.mdpi.com/journal/materials http://www.mdpi.com https://orcid.org/0000-0001-5167-2470 https://orcid.org/0000-0002-4644-0410 http://dx.doi.org/10.3390/ma13184064 http://www.mdpi.com/journal/materials https://www.mdpi.com/1996-1944/13/18/4064?type=check_update&version=2

Materials 2020, 13, 4064 2 of 24

polynomial of stress components in the reference axes coaxial with masonry layers and without any reference to the observed distinct failure modes of masonry panels. On the other hand, an important composite failure criterion which was derived based on the four different failure mechanisms was proposed in [10]. This criterion was next used in the FEM-based constitutive model in [11].

There have been few attempts to use a single failure surface in constitutive models of masonry panels because of the non-acceptable fit of experimental values. The general orthotropic failure criterion of Tsai-Wu [12] was already available for composite materials since 1971. The use of this criterion for masonry was attempted in [13] in the form of a polynomial function of the second degree in stresses. A criterion in the form of a double pyramid with a rectangular base and the slope angle equal to the internal friction angle of the material was assumed in [14]. The non-acceptable fit of Page’s experimental values resulting from the Hoffman [15] single surface criterion was discussed in [16], although the criterion itself as a single limit condition is quite flexible and attractive to use. The phenomenological single-surface constitutive model cannot also distinguish between different failure modes. In the framework of computational plasticity, the use of a composite yield criterion containing several failure criteria seems to overcome this drawback. The choice of two failure surfaces, one for the tension regime and the second one for the compression regime, provides better agreement with Page’s experimental results. To describe the orthotropic behavior of masonry, two orthotropic yield criteria were used in [17], where a hydrostatic pressure insensitive material of a Hill-type as the yield criterion for compression together with a Rankine-type yield criterion for tension were assumed. The composite criterion containing three failure surfaces, each of them being for tension, compression, and shear regimes, allows distinguishing between different failure modes [18]. Contours consisting of a few surfaces are characterized good compatibility with the experimental results—see, e.g., [19,20] and [18,21]. However, this approach seems to be too demanding a computational task of plasticity.

Concerning masonry inelastic behavior, the closed-form macro-models are more efficient and suitable for complex structural computations. Some constitutive models that are recently developed in the framework of modern concepts of continuum damage mechanics are based on the assumption that the masonry axes of the bed and head joints are also damage principal axes. Usually, scalar damage parameters are assumed in each direction of the fixed axis, see for instance [14], where two independent scalar parameters in each direction of the material axis were used and their evolution is described by the energy-based approach. A similar approach in the framework of computational plasticity was used in [17], where the principal directions of damage are fixed and aligned with the initial orthotropy axes and softening/hardening relationships were adopted for the stress–strain diagrams in tension and compression, with different fracture energies along the axes of each material. The energies were coupled by a single scalar internal parameter used in the plasticity algorithm to measure simultaneously the amount of softening/hardening in two material axes. The main drawback of the closed-form orthotropic macro-models is the identification of the material parameters. To estimate macro-scale properties from mortar and brick parameters and their bonding, homogenization techniques can be used, both in elastic as well as plastic behavior, e.g., [22–24]. An alternative option is to transfer the identification problem to the level of masonry constituents by using multi-scale methods, e.g., [18,20,21], or to use methods developed recently for modeling of anisotropic quasi-brittle fracture, e.g., the so-called phase-field fracture model in the diffusive damage mechanics [25–27].

A continuum damage model in which the orthotropic behavior is simulated using a mapping relationship between the orthotropic behavior and an auxiliary model has been recently published in [28]. By using the concept of the mapped stress tensor the problem can be more efficiently solved in the mapped space and the results can be transported to the real field. Two distinct isotropic failure criteria are assumed in the mapped space and two stress transformation tensors are adopted. In the paper, the computational representation of complex failure loci obtained by experiments on orthotropic masonry is also presented.

This paper discusses an extension of the approach presented in [17]. Although the extension can be done both in a plane stress state as well as in a spatial stress state, the constitutive model with the

Materials 2020, 13, 4064 3 of 24

generalization of the Hoffman criterion in a plane stress state is discussed here. Two orthotropic failure criteria are used, which are formulated in the framework of the representation theory of orthotropic tensor functions based on the Hoffman criterion [15]. The use of two Hoffman-type failure criteria as the yield criteria in the plasticity model seems to be particularly attractive and may give the better fit of the experimental values [29,30]. The composite masonry is treated as a homogenized orthotropic continuum. Since the failure criteria are scalar-valued functions of the stress tensor, the invariant representations of these criteria are dependent only on orthotropic invariants of the stress tensors. It is also the purpose of the paper to show the possibility of formulating robust numerical algorithms of the model implementation into a commer