JOURNAL OF THEORETICAL AND APPLIED MECHANICS 3, 39, 2001 MODELLING OF FRICTION AND DILATANCY EFFECTS AT BRITTLE INTERFACES FOR MONOTONIC AND CYCLIC LOADING Stanisław Stupkiewicz Zenon Mróz Institute of Fundamental Technological Research, Polish Academy of Sciences e-mail:; The most important effects related to monotonic and cyclic response of con- tact interfaces of brittle materials are analyzed in t
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  JOURNAL OF THEORETICALAND APPLIED MECHANICS 3,  39 , 2001 MODELLING OF FRICTION AND DILATANCY EFFECTSAT BRITTLE INTERFACES FOR MONOTONIC AND CYCLICLOADING Stanisław StupkiewiczZenon Mróz Institute of Fundamental Technological Research, Polish Academy of Sciencese-mail:;  The most important effects related to monotonic and cyclic response of con-tact interfaces of brittle materials are analyzed in the paper. Next, the availa-ble constitutive models are reviewed with respect to their ability to describethese effects. Several micro-mechanical mechanisms are analyzed including de-cohesion, interaction of primary and secondary asperities, asperity wear anddamage and formation of a third body granular layer. Finally, we propose newformulations of constitutive models for cyclic interface response. Keywords:  constitutive models, contact interfaces, friction, dilatancy 1. Introduction The problem of modelling of material interface response under monotonicand cyclic loading is of fundamental scientific and engineering importance. Infact, such interfaces occur in most engineering or geotechnical structures suchas masonry structures, fibre-reinforced brittle matrix composites, jointed rockmasses, dams, bridges, etc. The structural stiffness and limit load are stronglydependent on inelastic interface response. As the displacement discontinuityresulting from frictional slip along interface occurs, the localized effects of damage and wear develop depending on micro-mechanical effects of asperityinteraction. A closely related problem of fluid transport along interfaces (es-sential, for instance, in nuclear waste storage technology), essentially coupledwith the mechanical response, will not be discussed in the paper.The present paper is devoted to the analysis of monotonic and cyclic effectsat contact interfaces of brittle materials. The class of materials (and interfa-ces) is quite wide and includes: rock joints, artificial and natural joints in civil  708  S.Stupkiewicz, Z.Mróz engineering structures, existing cracks in brittle materials (e.g. concrete, cera-mics), masonry and other cementitious joints, fibre-matrix interfaces in brittlematrix composites, etc. A special attention is paid to interfacial dilatancy phe-nomena as this aspect does not seem to have been sufficiently analyzed in theliterature. Although the emphasis is laid on friction and dilatancy effects, so-me attention is also paid to tensile/compressive behaviour as these phenomenaare coupled and cannot be completely separated.Some of the interfaces considered in this work are characterized by initialtensile strength. Typical examples of cohesive interfaces are the masonry jointsand fiber-matrix interfaces and also infilled rock joints. The decohesion processis understood as a loss of tensile strength along a predefined interface. Thuscrack propagation problems in which the crack path is a part of the solutionare not considered. This is the case of a weak interface between two dissimilar(or similar) materials. Clearly, the decohesion may occur in tension (mode I),shear (mode II/III) or mixed modes.In the case of cohesive interfaces, the formation of the actual rough sur-face is a part of the deformation process. As a result, the asperities of onesurface match (at least partially) the asperities of the other surface. On theother hand, most of the non-cohesive interfaces studied in this paper (e.g.rock joints) are generated through the prior cracking processes. In such casethe asperities of both contacting surfaces also match, depending on the me-chanical and environmental conditions since the time of joint formation. Theinteraction of interlocked asperities strongly affects the friction and dilatancyresponse of these interfaces. This, in fact, is a common effect for most of thebrittle interfaces.In Section 2 the most important effects observed experimentally are pre-sented, followed by a qualitative discussion of the related micro-mechanicalmechanisms. The constitutive models for brittle interfaces are discussed inSection 3. A critical review of existing interface models is provided and somenew formulations of constitutive models of cyclic behaviour of interfaces areproposed. 2. Experimental effects of mechanical interface response 2.1. Typical experimental setups Frictional properties of joints/interfaces are usually investigated by perfor-ming shear tests with uniform contact conditions along the interface, Fig.1a.In direct shear tests a constant normal pressure is kept during shearing, thus  Modelling of friction and dilatancy effects...  709 allowing for free dilation at the interface. Typically, the friction stress and therelative normal displacement (dilation) are measured as a function of relativetangential displacement (slip). These tests are typically performed for rock joints, masonry joints, etc., cf for example Bandis et al. (1981), Atkinson etal. (1989). Fig. 1. Scheme of uniform shearing (a) and tensile/compressive (b) tests on joints The principle of tensile/compressive tests is similar to that of direct she-aring, Fig.1b. The measured response is the normal pressure and relativenormal displacement, cf Bandis et al. (1983), van der Pluijm (1997).The direct shear tests cannot be used for investigation of the propertiesof fiber-matrix interfaces in brittle matrix composites because of very smalldimensions of fibers. Instead, single- or multiple-fiber pulling or pushing testsare usually applied, cf Marshall and Oliver (1990), Marshall et al. (1992).In these tests, however, the contact conditions are not constant along theinterface as the debonding zone and slip zone propagate along the interfacewith increasing load. Unlike in direct shear tests, the normal pressure at theinterface cannot be varied, and also due to the matrix surrounding the fiberthe interfacial dilation is constrained.Clearly, other types of tests are performed depending on the joint/interfacetype and specific requirements. These, for example, include multiply-jointedrock specimens (Bandis et al., 1981), four point bending tests (van der Pluijm,1997), shearing of masonry wall panels (Anthoine et al., 1995), etc., containingmultiple interface systems. 2.2. Monotonic loading 2.2.1. Tension of cohesive joints  The tensile behaviour of cohesive interfaces resembles that of mode I frac-ture of the quasi-brittle materials (e.g. concrete), where after reaching a peak  710  S.Stupkiewicz, Z.Mróz the strength decreases to zero, cf Fig.2 (we use a notation, in which the tensilecontact stresses and opening relative displacements are positive).Masonry joints are typical examples of cohesive interfaces. Van der Pluijm(1997) investigated the response of masonry bed joints in tension. The frac-ture occurred at the interface between the mortar layer and one of the blocks(bricks). The results were characterized by a large scatter of results in termsof peak stresses, fracture energies and characteristic opening displacements fornominally identical specimens. Fig. 2. Typical tensile response of cohesive joints 2.2.2. Compression  Under compression the relation between the normal pressure and the nor-mal relative displacement is nonlinear. Typical response curves for rock jointsare given in Fig.3, where two cases are shown namely a joint with interloc-ked (fully mated) asperities and with mismatched asperities, cf Bandis et al.(1983), Sun et al. (1985). When the asperities are not interlocked the contactstiffness decreases as the effect of localized deformation at asperity contacts. 2.2.3. Shearing  The shearing response under constant normal pressure is usually characte-rized by a peak followed by softening until a residual shear stress is attained,Fig.4a. This type of behaviour is observed for both cohesive (Atkinson et al.,1989; van der Pluijm, 1993; Binda et al., 1994) and non-cohesive joints (Kut-ter and Weissbach, 1980). In the latter case, the response without the peakshear resistance may also be observed (Bandis et al., 1981; Sun et al., 1985), cf Fig.4b. Generally, the post-peak softening can be attributed to several pheno-mena, often occurring simultaneously, namely to decohesion, configurational


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