- Home
- Documents
- On the propagation of localization in the plasticity collapse of hardeningsoftening beams

Published on

21-Jun-2016View

212Download

0

Transcript

bUniversit Europenne de Bretagne, Laboratoire de Gnie Civil et Gnie, Mcanique (LGCGM) IUT de Rennes, 3, rue du clos Courtel, 35704 Rennes cedex, France

evolution problem for plastic softening models. More precisely, he highlighted the impossibility of the plastic softening beamto ow, if the plastic curvature is assumed to be a continuous function in space, a phenomenon sometimes called Woodsparadox. Hardeningsoftening plasticity models may concern a wide class of structural mechanics problems. Such simpliedmodels can be useful for the fundamental understanding of bending of structural members at their ultimate state (reinforced

0020-7225/$ - see front matter 2009 Elsevier Ltd. All rights reserved.

* Corresponding author.E-mail addresses: noel.challamel@insa-rennes.fr (N. Challamel), christophe.lanos@univ-rennes1.fr (C. Lanos), charles.casandjian@insa-rennes.fr

(C. Casandjian).

International Journal of Engineering Science 48 (2010) 487506

Contents lists available at ScienceDirect

International Journal of Engineering Sciencedoi:10.1016/j.ijengsci.2009.12.002Material time derivative distinguished, especially for moving elastoplastic boundaries. It is recommended to usethe material time derivative in the rate-format of the boundary value problem.

2009 Elsevier Ltd. All rights reserved.

1. Introduction

This paper is focused on the propagation of localization in hardeningsoftening plasticity media, and more specically inan elementary beam model. The propagation of plasticity along a bending beam is studied for a piecewise hardeningsoft-ening momentcurvature relationship. Historically, momentcurvature relationships with softening branch were rst intro-duced for reinforced concrete beams [1]. Wood [1] did point out some specic difculties occurring during the solution of thea r t i c l e i n f o

Article history:Received 12 August 2009Received in revised form 24 November 2009Accepted 12 December 2009Available online 12 January 2010

Communicated by M. Kachanov

Keywords:BeamHardeningSofteningGradient plasticityNon-local plasticityLocalizationCantileverPropagationVariational principleBoundary conditionsa b s t r a c t

This paper is focused on the propagation of localization in hardeningsoftening plasticitymedia. Using a piecewise linear plasticity hardeningsoftening constitutive law, we lookat the 1D propagation of plastic strains along a bending beam. Such simplied modelscan be useful for the understanding of plastic buckling of tubes in bending, the bendingresponse of thin-walled members experiencing softening induced by the local bucklingphenomenon, or the bending of composite structures at the ultimate state (reinforcedconcrete members, timber beams, composite members, etc.). The cantilever beam isconsidered as a structural paradigm associated to generalized stress gradient. An inte-gral-based non-local plasticity model is developed, in order to overcome Woods paradoxwhen softening prevails. This plasticity model is derived from a variational principle, lead-ing to meaningful boundary conditions. The need to introduce some non-locality in thehardening regime is also discussed. We show that the non-local plastic variable duringthe softening process has to be strictly dened within the localized softening domain.The propagation of localization is theoretically highlighted, and the softening region growsduring the softening process until a nite length region. The pre-hardening response has noinuence on the propagation law of localization in the softening regime. It is also shownthat the material time derivative and the partial time derivative have to be explicitlyOn the propagation of localization in the plasticity collapseof hardeningsoftening beams

Nol Challamel a,*, Christophe Lanos b, Charles Casandjian a

aUniversit Europenne de Bretagne, Laboratoire de Gnie Civil et Gnie, Mcanique (LGCGM) INSA de Rennes, 20, Avenue des Buttes de Cosmes, 35043Rennes cedex, France

journal homepage: www.elsevier .com/locate / i jengsci

488 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506concrete members, timber beams, composite members, etc. [1,2] or [3]). The plastic buckling of tubes in bending, can be alsomodelled with a hardeningsoftening momentcurvature relationship ([49]). The bending response of thin-walled mem-bers can also experience a softening phenomenon induced by the local buckling phenomenon [10]. The localization processin these hardeningsoftening structural members is analysed in detail in this paper.

Woods paradox is met for local softening momentcurvature relationship. A non-local (gradient) momentcurvatureconstitutive relation was introduced in [11] to overcome the Woods paradox. Non-local models at the beam scale abandonthe classical assumption of locality, and admit that the bending moment depends not only on the state variables (curvature,plastic curvature) at that point. Non-local inelastic models (damage or plasticity models) were successfully used as a local-ization limiter with a regularization effect on softening structural response in the 1980s. The non-local character of the con-stitutive law, generally introduced through an internal length, is restricted to the loading function (damage loading functionor plasticity loading function). Pijaudier-Cabot and Bazant [12] rst elaborated a non-local damage theory, based on theintroduction of the non-locality in the damage loading function. This theory has the advantage to leave the initial elasticbehaviour unaffected, and to control the localization process in the post-peak regime. It is worth mentioning that this ideawas already used before to model shear bands [13,14]. Gradient plasticity models (also called explicit gradient plasticitymodels) and integral plasticity models may be distinguished. In case of explicit gradient plasticity models [15,16], theplasticity loading function depends on the plastic strain and its derivative, whereas for integral plasticity models, theplasticity loading function is expressed from an integral operator of the plastic strain (see for instance [17,18]). Moreover,it can be shown as in case of non-local elastic models [19], that some relevant integral plasticity models can be cast in adifferential form (Engelen et al. [20,21]). These models are called implicit gradient plasticity models, but can be viewedas particular cases of integral plasticity models with specic weight functions dened as Greens function of the differentialoperator.

More recently, an implicit gradient plasticity model was used at the beam scale to solve Woods paradox in beams withmoment gradient and without hardening range [22,23]. Localization is controlled by a non-local softening plasticity model,based on a combination of the local and the non-local plastic variables (as suggested by [24] see also [18] or [25]). Themodel postulated in [22] or [23] is different from the ones generally considered for implicit gradient plasticity models, inthe sense that the boundary conditions have to be necessarily postulated at the boundary of the elastoplastic zone. Thesehigher-order boundary conditions may be obtained from a variational principle, as for explicit gradient plasticity models.It has been shown on simple structural examples that the softening evolution problem was well-posed with this non-localconstitutive law. In particular, the uniqueness of the evolution problem is clearly obtained in presence of gradient moment,typically for a cantilever beam solicited by a vertical force. Note that this uniqueness result of the evolution problem wouldnot be obtained for homogeneous structures with constant generalized stress (constant moment) (see [16] for gradient plas-ticity models, or more recently for the non-local beam problem [23]). The same kind of results (loss of uniqueness with uni-form state of stress) has been also recently noticed by [26] for damage problems. Introduction of some heterogeneities canrestore the uniqueness property for these non-local damage problems [27]. Most of the presented theoretical results dealwith softening media without hardening range. Hence, up-to-now, very few results are available for hardeningsofteningnon-local plasticity media, even if this conguration is of fundamental importance from an engineering point of view.The localization process studied in this paper is restricted to the unidimensional softening constitutive law. However, it isworth mentioning that other phenomena may lead to localization, such as the non-associative nature of the plastic ow rulefor two-dimensional or three-dimensional media (see for instance [28,29] or [3]). Furthermore, the methodology presentedin this paper is inspired by an engineering approach, based on a macroscopic bending moment curvature constitutive lawvalid for various physical problems. The same fundamental softening constitutive law is effectively used to cover both thegeometrically-induced softening phenomenon of thin-walled members, and the microcracking-induced softening of themicrostructured composite beam. It is clear for the writers that the basic phenomena behind the unied presentation of thispaper are rmly different. The characteristic length associated to each phenomenon has to be scaled in a relevant way foreach model.

Some open questions remain to be solved. The rst point to be investigated is the fundamental understanding of the evo-lution of localization process. How does the localization zone evolve during the softening process? The propagation of shearlocalization has been recently studied numerically from a second grade models in [30] for instance, but the particular prop-erty of the localization front in presence of stress gradient still merits some theoretical investigations. It has been recentlyshown in [22] or [23] that the plastic zone grows during the softening process until an asymptotic limited value, whichdepends on the characteristic length of the section. A related question is to know if it is necessary to introduce a variablecharacteristic length in the model (see [31,32]), although the model with constant characteristic length is able to reproducea variable localization zone during the softening process. A comparison of non-local or gradient plasticity models can befound in [33] or [34], where the softening localization process is specically characterized for uniform stress state. Thethermodynamics background and the physically meaning of generic gradient plasticity models are also analysed in[35,36]. Despite the numerous models devoted to the plastic localization phenomenon, the inuence of the hardening phaseon the localization process has not been specically addressed. A second point is related to the relevancy of higher-orderboundary conditions in presence of hardening plasticity. Finally, the possible decoupling of local/non-local models betweeneach hardening/softening domain will be discussed at the end of the paper. Some answers will be given for these difcultquestions from the simplest structural example exhibiting moment gradient, namely the cantilever beam loaded by a ver-tical force at its extremity.

2. Local softening constitutive law: Woods paradox

The homogeneous cantilever beam of length L is loaded by a vertical concentrated load P at its end (Fig. 1). One recognizesthe Galileos cantilever beam previously solved by Galileo himself (15641642) using equilibrium, strength and dimensionalarguments [3741]. The cantilever beam loaded by a concentrated force can be viewed as a typical case of plastic beams withnon-constant bending moment. The axial and transversal coordinates are denoted by x and y, respectively, and the trans-verse deection denoted by w. The symmetrical section has a constant second moment of area denoted by I (about the z-axis). We assume that plane cross sections remain plane and normal to the deection line and that transverse normal stres-ses are negligible (EulerBernoulli assumption). According, the curvature v is related to the deection through:

v x w00 x 1where a prime denotes a derivative with respect to x. The problem being statically determinate, equilibrium equations di-rectly give the moment distribution along the beam:

M x P L x with P P 0 and x 2 0; L 2At the end of the beam, the displacement v = w(L) of concentrated force P is used to control the loading process. The local

momentcurvature relationship (M,v) considered is bilinear with a linear elastic part and a linear softening part (Fig. 2). Thismodel is rst considered in a local form, i.e. standard plasticity model with negative hardening. The non-local extension willbe investigated later in the paper. Mp is the limit elastic moment, and vY is the limit elastic curvature, related through Mp/vY = EI where E is the Young modulus of the homogeneous beam. In practice, the curvature cannot increase indenitely andis limited by vu (the ultimate admissible curvature). However such limitation is not taken into account in the present study.The elastoplastic model represented in Fig. 2 is a standard plasticity model with negative hardening (softening). The yieldfunction f is given by:

f M;M Mj j Mp M 3

l0x

P

O

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 489EI

O Y p u Fig. 2. Elasticplastic softening momentcurvature law.pM ( )kEIkEI +/

My

Fig. 1. The cantilever beam.L

whereusing

Accurva

to bementbendi

Y Y

domadomaplastic

w+ is

and th

Thlocal s

cally([1,2,2

Forequat

490 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506vp l2cvp 00 vp 13the implicit gradient plasticity model, the non-local plastic curvature vp is dened as the solution of the differentialion:law (see [22,23]).

3. Non-local hardening/softening constitutive law, a variational principleno reasonable phenomenon of failure with zero dissipation. This paradox is well documented in the literature2,23,44,45]). A possible way to overcome Woods paradox is to introduce a non-local plastic softening constitutivealso be interpreted as the appearing of plastic curvature increments localized into one single section, leading to the physi-is additional assumption gives the Wood paradox. The unloading elastic solution is the only possible solution of theoftening problem, if the plastic curvature is assumed to be a continuous function in space (Fig. 3). This paradox canP L l0 MpPL 6 Mp

) l0 0 12e plastic domains). Enforcing that vp is also a continuous function of x vp l0

0 leads to: (w 0 0w0 0 0

and

w l0 w l0

w0 l0 w0 l0

(11

The deectionw(x) and the rotation w0(x) must be continuous functions of x (in particular at the intersection of the elastic x 2 l0 ; L : EIw x P L x 10the deection in the elastic region. The boundary conditions can be summarised as:x 2 0; l0

:EI w00 x vp x

P L x vp x P Lx Mpk

8 0 6M* is an additional moment variable which accounts for the loading history. The plastic curvature rate _vp is obtainedthe normality rule:

Thgen in

lutionrate fodevelo

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 491can be chosen:

W w;vph i

Z L0

12EI w00 vp 2

Mpvp k2v2p

k2

f 1 vp vp 2

k2l2c f 1 vp 0

2dx Pw L 15wherealso uelastic

Mobound

Th

with ts) including the associated boundary conditions can be obtained from a variational principle, as already obtained inrm for gradient plasticity [15]. The extension to non-local plasticity is inspired by the miromorphic approach recentlyped for elastic and inelastic media, in a consistent thermodynamic framework [46]. The following energy functionalspatial weighted average of the variable vp. This spatial weighted average is calculated on the plastic domain:

vp x Z l00

G x; y vp y dy 14

where the weighting function G(x,y) is the Greens function of the differential system with appropriate boundary conditions.The non-local hardening/softening constitutive law of modulus k (k = k+ for hardening evolutions, k = k for softening evo-erefore, a characteristic length lc is introduced in the denition of the non-local plastic curvature vp. As shown by Erin-1983 for non-local elasticity [19], this differential equation clearly shows that the non-local plastic curvature vp is aFig. 3. Woods paradoxlocal softening plasticity models.f is a dimensionless parameter that appears in the hardening/softening evolution law. Following a classical proceduresed for explicit gradient plasticity models (see [15,16]), the overall domain can be divided into a plastic domain and anone. The rst variation of this functional leads to the extremal condition:

dW w;vph i

Z L0EI w00 vp

dw00dxZ l00

EI w00 vp

dvp Mpdvp

k fvp 1 f vp

dvpdx k f 1 Z l00

vp vp l2cvp 00

dvp k2l2c f 1 vp 0dvp

h il00 Pdw L 0

16reover, following Green-type identity associated to the self-adjoint property of the regularized operator for relevantary conditions, and accordingly to the denition of the non-local plastic curvature, the following identity holds:Z l00

vp vp l2cvp 00

dvpdx Z l00

vp vp l2cvp 00

dvpdx 0 17

erefore, the rst variation of the energy functional can be also simplied as:

dW w;vph i

Z L0Mdw00dx

Z l00

M Mp M

dvpdxk2l2c f 1 vp 0dvp

h il00 Pdw L 0 18

he associated constitutive law for the elastic, and the non-local hardening/softening law:

M EI w00 vp

and M k fvp 1 f vp

19

Th

L L Th

p

the boundary of the elastoplastic domain. Considering the higher-order boundary conditions at the elastoplastic boundaryhas thover t

physicnon-locurvadoma

Th

2 00

ary co

~ ~

Sucing ev

2 00 2 00

492 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506M lcM k vp flcvp 29h a combination of local and non-local plastic variables was initially proposed by Vermeer and Brinkgreve for soften-olutions [24] (see also [18]). In the present case, this model can be also written in a differential format:h iM kvp with vp fvp 1 f vp vp flcvp 28 2 00The non-local plastic constitutive law appearing from the variational principle is based on a combination of the local plas-tic curvature and the non-local plastic curvature.vp 0 0 vp 0 l0 0 27The proof is based on the calculation extracting the non-local plastic terms of Eq. (24):

W vph i

k2

Z l00vpvp fl2cv0pvp 0dx

k2

Z l00vp vp l2cvp 00

fl2cv0pvp 0dx

k2

Z l00v2p f 1 l2cv0pvp 0dx

k2

l2cvpvp0

h il00

25

Finally, it can be shown that the non-local plastic terms of Eq. (15) are obtained:

W vph i

k2

Z l00

v2p f 1 vp vp 2

l2c f 1 vp 0 2

dx k2l2c vpvp 0h il0

0 k2

f 1 l4c vp 0vp 00h il0

026

even if the boundary terms are not strictly equivalent, but are reducing to the same nal result:nditions:

W w;vph i

Z L0

12EI w00 vp 2

k2fl2cvp 0v0p Mpvp

k2vpvpdx Pw L 24 k2 0

vp vp lcvp dx 23

The introduction of the Lagrange multipliers for constrained variables has been already used for gradient media (see forinstance [49]). A similar discussion on independent or dependent variables can be found in [50] for gradient media, or in [51]for the coupling of internal variables in local media.

Note that a different functional was considered in [22] leading to the same constitutive behaviour with the same bound-W w;vp;vp 0

12EI w00 vp

2Mpvp

k2v2p

k2

f 1 vp vp2 k2l2c f 1 vp 0

2dx Pw L

kZ L n o2by a Lagrange multiplier k added in the functional energy Eq. (15) such as:h i Z L al boundary of the solid would lead to different results, as detailed in the Appendix A (see also [48]). Note that thecal plastic curvature does not necessarily vanish at the boundary of the elastoplastic domain, whereas the plasticture is a continuous variable of the spatial coordinate and vanishes at the boundary between the elastic and the plasticin.e same constitutive equations would be obtained by considering two independent internal variables vp and vp linkeddynamics background of integral-based non-local plasticity models). For instance, a uniform plastic variable in the plasticdomain would lead to a non-local variable that is identical. Introduction of the higher-order boundary conditions at thee advantage to be variationnally and physically motivated. In this case, the non-local plastic variable is calculatedhe plastic domain (see Eq. (14) as for most integral-based non-local plasticity models see also [47] for the thermo-The high-order boundary conditions of the non-local plasticity model are included in these equations, and are applied atM L 0; M0 L P; w0 w00 0; vp 0 0 vp 0 l0 vp l0 0 22with the natural boundary conditions:e extremal condition leads to the equilibrium equation and the yield function:

M00 0 and M M M 210Mdw00dx Mdw0 L0 M0dw

L0

0M00dwdx with M EI w00 vp 20e following integration by part can be considered for the deection:

Z Z

Inticity

p c p

Hothe usual gradient plasticity models dealing with only the derivative of the plastic curvatures. Eq. (29) is the plasticity gen-

of lattTh

+

the chstruct

tutive

a

the model, and leads to a well-posed evolution problem. In fact, it is not necessary to introduce some non-locality inthe hduring

a a

with t

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 493vp l0

0; vp 0 l0 0 and vp 0 0 0 38k

he boundary conditions obtained from the variational principle:The general solution of this differential equation is written as (see also [23]):

x 2 0; l0

: vp x A coshx B sinh x P L x Mp 37vp a2vp 00 P L x Mp

k36model, M is related to the combined non-local plastic curvature variable ~vp through the linear model (see for instanceEq. (28)):

M k~vp with ~vp vp a2vp 00 35

Introducing the combined non-local plastic curvature into the loading function leads to a differential equation:ardening range from a mathematical point of view. However, it is also possible to introduce some non-localityhardening, to introduce some scale effects in the hardening range. For the non-local hardening plasticity*M l2cM00 k vp a2v00p with f lc 34

A relevant choice often assumed in the softening constitutive behaviour is to assume that a is equal to lc (f = 1)(see also [22] or [23]). In the following, a local hardening momentcurvature relationship will be incorporated inlaw:

h i 2M lcM EI v a v or p lc p k0 y a y 33

Interestingly, the momentcurvature (M,v) constitutive model Eq. (33) has been proposed for applications in compositebeams with imperfect connections between the two elements (such as steel-concrete composite structures, timber-concreteelements, layered wood systems with interlayer slip) [5557]. Note the similarity with the non-local bending constitutivelaw recently studied for elastic problems [42,43]. As recently shown in [58], models of elastic foundation can also involvesome non-locality. In fact, the model of Reissner [59,60] is also based on the differential equation Eq. (33) where p and yare the foundation reaction and the deection. The model of Pasternak in 1954 is recognized when the parameter lc is van-ishing (lc = 0), which is the analogous of a gradient elasticity model.

On the opposite, for softening evolutions, f has to take negative values [23], leading to the non-local softening consti-aracteristic length lc leads to an innite value of f . The differential format Eq. (32) has been already used in the past inural engineering for some specic applications:

2 00 2 00 2 00 2 00 shown in [23]). Typically, f can be understood as a regularization parameter. For hardening evolutions, f has to be positive,leading to the non-local hardening constitutive law:

M l2cM00 k vp a2v00ph i

with f alc

232

This model comprises the purely non-local plastic softening model (a = 0), and the gradient plasticity model for hardeningevolution (lc = 0) (see [54] for hardening gradient plasticity models). According to the notation of Eq. (32), the vanishing of

+ice models.e sign of f controls the well-posedness of the plasticity evolution problem for both hardening/softening behaviours (aswhere r and e are the uniaxial stress and the uniaxial strain. Eq. (31) gives satisfactory results for dispersive wave equationr l2cr00 E e fl2c e00h i

31eralization of the mixed elastic constitutive law investigated for a one-dimensional non-local elastic bar [53]:wever, the boundary conditions written in Eq. (27) for the non-local plastic curvatures are different from the ones ofM00 0 ) M00 0 ) M k v fl2v00h i

30the case of the cantilever beam, it is worth mentioning that the non-local differential format looks like a gradient plas-model (see [52] for the comparison of non-local and gradient plasticity models):

Thf. The

494 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506Eq. (32)):Thfor f lening

4. No

Forthe lin

Intdiffere

Thb n 1 ff

cosh n 1sinh n

41

e plastic zone n versus the loading parameter b is shown in Fig. 4 and is parameterised by the dimensionless parametergradient plasticity model (in the hardening range) is recovered from this relationship as an asymptotic law (lc? 0 inleading to the localization relation:b 1 PYP

LlcP 0 and n l

0

lcP 0 40The following dimensionless parameters may be introduced as:Aa sinh

l0lc Ba cosh

l0lc P

k 0Ba Pk 0

>>>:39The non-linear system of three equations with three unknowns A, B and l0 is nally obtained:

A 1 lca 2

cosh l0a B 1 lca

2 sinh l

0a

P Ll0 Mpk 0

8>>> 0.f!1 ) b n cosh n 1sinh n

42

e width of the plastic zone associated with the non-local models is larger than the reference width of the local model,arger than unity, whereas this width is smaller than the one of the local model for f smaller than unity. The local hard-plastic zone relation is obtained by setting f = 1.

n-local softening constitutive law: application to the cantilever beam

the non-local softening plasticity model,M* is related to the combined non-local plastic curvature variable ~vp throughear model (see for instance Eq. (28)):

M k~vp with ~vp vp a2vp 00 43roducing the combined non-local plastic curvature (with a = lc see [23]) into the loading function leads to a linearntial equation:

vp l2cvp 00 P L x Mp

k44

e general solution of this differential equation is written as (see also [23]):

x 2 0; l0

: vp x A cosxlc B sin x

lc P L x Mp

k45

with the boundary conditions obtained from the variational principle:

vp l0 0; vp 0 l0 0 and vp 0 0 0 46

An important difference with the implicit gradient plasticity model presented in [20,21] or [25], however, is that the extraboundary conditions are valid over the plastic domain, rather than over the entire domain (see Appendix A for a discussionon higher-order boundary conditions). The non-linear system of three equations with three unknowns A, B and l0 is nallyobtained:

2A cos l0lc 2B sin l0lc

P Ll0 Mpk 0

Alc sinl0lc Blc cos

l0lc Pk 0

Blc Pk 0

8>>>>>:

47

The following dimensionless parameters may be introduced as:

b 1 PYP

Llc6 0 and n l

0

lcP 0 48

and the loadplastic zone relationship is nally written as:

b n 21 cos nsin n

for sin n 0 49

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 495Fig. 5. Evolution of the plastic zone n versus the loading parameter b. Non-local softening plasticity model.In other words, Woods paradox is overcome for the non-local softening cantilever case and uniqueness prevails for thesoftening evolution considered in the paper. Fig. 5 shows the evolution of the plastic zone n in term of the positive dimen-sionless parameter j bj. The parameter jbj varies between 0 and tends towards an innite value when P tends towards zero.Moreover, the size of the plastic zone tends towards an asymptotic value for large values of jbj (and sufciently small valuesof P). n0 = p is the limiting value of the maximum width of the localization zone. The plastic zone evolves from a transitoryregime towards a material (or section) scale that does not depend anymore on the loading range. The results reveal that theevolution tends towards one unique solution with a nite energy dissipation that depends only on the characteristic length.The maximum width of the localization zone l0 directly depends on the characteristic length of the non-local model via therelation l0 plc (for the cantilever beam). The determination of the characteristic length lc (or the maximum width of thelocalization zone l0 is related to the question of the nite length hinge model, a central question of the present non-localmodel. Wood [1] inspired by the works of Barnard and Johnson [61] suggested the term of discontinuity length. Many papershave been published on the experimental or theoretical investigation of such a length ([1,2,6167]) for reinforced concretebeams. It is generally acknowledged that the value of lc (or the maximum localization zone l

0 must be related to the depth of

the cross section h. The rigid body moment-rotation mechanism detailed in [65] or [66] may be used to calibrate this char-acteristic length for reinforced concrete beams. Therefore, it is recommended that the maximum width of the localization

zone lbeaminvest

496 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506The deection in the elastic zone x 2 l0 ; L is derived from the continuity condition given by Eq. (13):

w x PLx2

2EI Px

3

6EI w0 l0

PLl0EI

P l0

22EI

" #x w l0

l0 w0 l0 PL l0

22EI

P l0

33EI

" #51Figthe pe

5. Loc

Inening(M,v)piecewwas a

Th

Mpmaximand jk+ is petersw x PLEI PLMp

kx2

2 P

EI Pk

x3

6 2 Pl

3c

kcos 0lc 1sin l

0lc

cos xlc

1 2 Pl3c

ksin

xlc

xlc

50

The deection in the plastic zone x 2 0; l0 is obtained by integrating twice the elastic curvature:

l 0 is chosen in the order of magnitude of the depth of the cross section h (see also [64]). This implies for the cantileverthat the characteristic length lc is in the order of magnitude of h/p. This theoretical aspect certainly merits some furtherigations. However, the existence of the nite size fracture process zone leads to the specic structural size effect.

Fig. 6. Response of the elastoplastic non-local softening beam; EIk 5; lcL 0:1.. 6 shows the resolution of Woods paradox with the non-local softening plastic model considered in the paper. Afterak load, the softening plasticity propagates along the beam, leading to the global softening phenomenon.

al hardeningsoftening constitutive law: Woods paradox

this section, the effect of a pre-hardening range is studied for the cantilever beam. It is rst assumed that both the hard-and the softening part of the constitutive behaviour are ruled by a local law. The local momentcurvature relationshipconsidered is tri-linear with a linear elastic part coupling to a linear hardening and softening part (Fig. 7). This is aise linear hardeningsoftening plasticity model. This hardening/softening plasticity model presented in this section

lready studied in [11] at the beam scale, for a beam with uniform bending moment.e hardening/softening rule associated to the yield function written by Eq. (3) is now given in the following form:

M vp

kvpifvp 2 0;jc

M vp

k vp jc

mMpD E

Mpifvp R 0;jc

8>: with jc m 1

Mpk

andk P 0k 6 0

(52

is the limit elastic moment, and vY is the limit elastic curvature, related throughMp/vY = EI.m is the ratio between theum moment reached during positive hardening and the limit elastic moment (m is necessarily greater than unity),

c is the plastic curvature reached before the initialization of the non-local softening process. The hardening modulusositive whereas the softening modulus k is negative. The simple relation is obtained between the constitutive param-in the hardening range:

k

EI m 1v m and

jvvY

v m with v vvvY53

increa

0 p

Th

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 497The displacement eld in the plastic zone is obtained using the boundary conditions (clamped beam):Thinterfa

Th

FigrelatioremarEq. (5hardeb n with b 1 PYP

LlcP 0 and n l

0

lcP 0 57p 0 L P

Note that the propagation of the local hardening process zone is equivalent to the linear relationship between previouslyused dimensionless parameters:e continuity of the plastic curvature at the elasticplastic interface leads to the plastic zoneload relationship:

v l 0 ) l0 1 PY 56ksing:

x 2 0; l : v x 1 P L x Mp 55For increasing value of the load outside the elastic domain, the plastic regime starts and the beam can be split into anelastic and a plastic domain. The size of the plastic zone is denoted by l0 . In the plastic zone, the plastic curvature is linearlyP 2 PY ;mPY with PY MpL 54vv is the curvature value associated to the softening process. In the hardening range, the load is increasing such as:Fig. 7. Elasticplastic hardeningsoftening momentcurvature law.1 Y Y Y

v u 1 pM

m Mx 2 0; l0

: EIw x 1 EIk

Px3

6 1 EI

k

PLMp EI

k

x2

258

e displacement in the elastic zone is obtained by enforcing the continuity of the displacement and the rotation at thece:

x 2 l0 ; L

: EIw x P x3

6 PL x

2

2 EIk

Pl0 22

x EIk

Pl0 36

59

e loaddeection relationship is nally deduced in the hardening range from:

vvY

PPY

3 EIk

PPY

12

l0L

2 16

l0L

3" #with

l0L 1 PY

P60

. 8 shows the hardening range for the cantilever beam. It can be easily checked from Eq. (60) that the loaddeectionnship is not linear, even for the local hardening constitutive behaviour considered in this paragraph (see also Fig. 8). Akable result is that the plastic curvature distribution depends on the hardening law but the propagation law Eq. (56) or7) does not depend on the model of hardening law. In fact, whatever the hardening model (even in case of non-linearning), the same equality is valid:

vp l0

0) M l0 0 ) M l0 P L l0 Mp 61

6. Loc

498 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506Woods paradox for the hardeningsoftening beam can be solved by using a non-local softening momentcurvature law,as in the case of the elastic-softening beams. Once the bending moment in the clamped section M(x = 0) = PL reaches the

yield sening

Thnon-loas weplastic

Bydoma

with trequir

Thal hardening and non-local softening constitutive lawThe plastic softening response may start once the load P reaches the maximum value mPY. Enforcing that vp is a contin-uous function of x vp l

0

jc leads to:P L l0 mMp

PL 6 mMp

() l0 0 62

This additional assumption gives the new Wood paradox for hardeningsoftening local constitutive relationship. Theunloading elastic solution is the only possible solution of the local softening problem (Fig. 8). In this case again, the paradoxcan also be interpreted as the appearing of plastic curvature increments localized into one single section, leading to the phys-ically no reasonable phenomenon of failure with zero dissipation.

Fig. 8. Woods paradoxlocal hardening/softening plasticity models; m 54; EIk 11.trength mMp, the softening zone can propagate from the clamped section, whereas unloading is observed in the hard-plastic zone and in the elastic zone. The local hardening and non-local softening constitutive relationship are given by:

M vp

kvpifvp 2 0;jc

M vp

k ~vp jc mMp Mpifvp R 0;jc

8>: with ~vp vp l2cvp 00 63e problem of the continuity requirement between both hardening and softening constitutive law (a local one and acal one) will be implicitly solved by the fact that the length of the softening zone at the yield strengthmMp will vanishwill see (as for the elastic softening problem). Furthermore, the non-local plastic variable is integrated over the activedomain, i.e. the softening zone, as the hardening zone is in unloading during this nal process.considering the yield function in the softening area, the linear differential equation is obtained in the softeningin:

x 2 0; l0

: vp l2cvp 00 P L x mMp

k jc 64

he boundary conditions, associated to the higher-order boundary conditions of the non-local model and the continuityement of the plastic curvature:

vp l0 jc; vp 0 l0 0 and vp 0 0 0 65

e general solution of the differential equation Eq. (64) is written as:

x 2 0; l0

: vp x A cosxlc B sin x

lc P L x mMp

k jc 66

Th

leadin

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 499depend on the hardening range. In other words, the hardening modulus (or the material history in the hardening domain)

does n

Th

Thcurvat

Th

Geeninghardee following dimensionless parameters may be introduced as:

b 1mPYP

Llc6 0 and n l

0

lcP 0 68

g to the localization relation of Eq. (49). A remarkable result is that the plastic diffusion in the softening range does notBlc Pk 0:2A cos lc 2B sin lc k 0 Alc sin

l0lc Blc cos

l0lc Pk 0

>>>> 67The non-linear system of three equations with three unknowns A, B and l0 is nally obtained:

l0 l0

P Ll0 mMp8>

k L 4 kFig. 9. Response of the elastoplastic hardeningnon-local softening beam;EI 5; lc 0:1; m 5; EI 11.ot affect the localization process, from a qualitative point of view.e deection in the plastic zone x 2 0; l0

is obtained by integrating twice the elastic curvature:

w x PLEI PLmMp

k jc

x2

2 P

EI Pk

x3

6 2 Pl

3c

kcos l

0lc

1

sin l0lc

cos xlc

1

2 Pl

3c

ksin

xlc

xlc

69

e deection in the elastic zone x 2 l0 ; l0

is derived from the continuity condition given by Eq. (13), whereas the plasticure distribution is constant in the unloading phase:

w1 x PLEI m 1 Mp

k

x2

2 P

EImPY

k

x3

6 w0 l0

PLl0EI

P l0

22EI

m 1 Mpl0

kmPY l

0

22k

" #x

w l0 l0 w0 l0 PL l

0

22EI

P l0

33EI

m 1 Mp l0

22k

mPYk

l0 33

" #70

e deection in the elastic zone x 2 l0 ; L

is derived from the continuity condition given by Eq. (11):

w2 x PLx2

2EI Px

3

6EI w01 l0

PLl0EI

P l0

22EI

" #x w1 l0

l0 w01 l0 PL l0

22EI

P l0

33EI

" #with

l0 m 1m

L 71

nerally speaking, the plastic zone growth in the hardening range until the maximum load, then a more localized soft-zone arises from the clamped section and controls the mode of collapse. The global softening is then observed after thening behaviour (Fig. 9).

7. On the law of propagation of localization

In this part, the fundamental question of the localization process in the softening range is investigated from the shape ofthe softening law. A non-linear softening law is studied and compared to the linear model, as characterized in the main partof the paper. The analysis is restricted to the elastic softening beam, without pre-hardening stage.

M K~vp

qwith ~vp fvp 1 f vp 72

where the parameter K is negative for softening models. In the particular case f = 1, it can be observed that the non-localplastic curvature may be also dened as:

f 1 ) ~vp vp l2cvp 00 M

K

2 P L x Mp

K

273

The general solution of this differential equation is written as:

x 2 0; l0

: vp x A cosxlc B sin x

lc P L x Mp 2 2l2c P2

K 274

The boundary conditions are expressed by Eq. (46) for the elastic-softening beam model. The plastic zone n versus theloading parameter b is nally obtained from these boundary conditions:

b2 b 2n 41 cos nsin n

n2 4 4n cos n

sin n 0 for sin n 0 75

the global softening response depends on the softening model considered, i.e. linear or non-linear softening models. This re-sult isstrongboth plasticity models studied in this paper. A numerical comparison of numerous non-local softening models can be found

500 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506Fig. 10. Evolution of the plastic zone n versus the loading parameter b. Non-local softening plasticity model; comparison of softening models.in [33] or [34], in case of homogeneous state of stress.quite similar to the result highlighted in [22] where the loading mode (concentrated force or distributed loading) has ainuence on the propagation of localization, even if the localization zone converges towards a nite length zone forwhose softening solution is given by:

b n 21 cos nsin n

n 21 cos n

sin n

2 n2 4 4n cos n

sin n

s76

Fig. 10 shows the comparison of the two non-local softening models. The width of the localization zone grows faster incase of linear softening non-local model than for the non-linear softening model. In both cases, the localization zone in-creases until a nite plasticity length. This could be considered as a strong difference with the non-local damage model stud-ied in [27] for a damageable beam, where the localization zone is growing without any threshold. In any cases, it is clear that

Inmode

to thedenotOf course, these two localization zones are strongly different l l . For the non-local models studied in this paper, the

the ha

did nostood

Ththe ha

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 501@tx 0; l0 ; t 0; @l0

x 0; l0 ; t 0 and @x x 0; l0 ; t lck sin n ) dt x 0; l0 ; t 0

85@vp 0 @vp 0 @vp 0 P cos n 1 dvp 0 dt @x @x dt

It would be possible to use the partial time derivative in the loading function, but the exact boundary conditions areexpressed in rate-form as:

dvp 0

dtx 0; l0 ; t 0; dvp 0

dtx l0 ; l0 ; t 0 and dvp

dtx l0 ; l0 ; t 0 84

The rst rate boundary condition Eq. (84) can be obtained from:d @2vp2

" #

@2

2

dvp

830

According to Eq. (82), Eq. (80) is not a linear second-order differential equation with respect to the rate of non-local plas-tic curvature, as:dvpdt

x; l0 ; t @vp

@tx; l0 ; t _l0 @vp@l x; l0 ; t

_x @vp@x

x; l0 ; t 82_f M;vp

0 )d vpdt

l2cd vp 00

dt d

dtP L x

k80

It is difcult to solve this differential equation for the rate-problem. In fact, from Eqs. (45) and (47), the exact expressionof the non-local plastic curvature is given by:

x 2 0; l0

: vp x; l0 ; t

P t lck

cos n l0 1

sin n l0 cos x

lc P t lc

ksin

xlc P t L x Mp

k81

One has to take care to distinguish the material time derivative, and the partial time derivative, that are not identical.The use of material time derivative instead of partial time derivative is rigorously developed in case of boundary elementmethods [68], and more recently for interface tracking [69], or from thermodynamics point of view [70].e rate-form of the non-local problem is sometimes preferred to solve the propagation of the localization process alongrdeningsoftening beam. Indeed, during the softening process, the stationarity of the loading function implies that: 8. On the rate-form of the non-local equationst depend on the hardening stage. This distinction between the active and the passive plastic zone can be clearly under-in an incremental time-formulation.In fact, during the softening process, a part of the hardening zone is in unloading and can be therefore considered as apassive plastic zone. During the softening localization process, this passive plastic zone does not inuence the propagationof this localized plastic zone associated to the collapse of the beam. We have shown that the load-plastic zone propagationlcL6 1p

1 1m

) l0 6 l0 79where the hardening zone has been calculated from the local hardening model. Therefore, the softening plastic zone is nec-essarily smaller than the hardening plastic zone for sufciently small characteristic length, i.e.:rdening and the softening plastic zones are given by:

l0L 1 1

mand

l0L6 p lc

L780 0

plastic variable is integrated on an active plastic domain. In particular, during the softening process, the non-local plasticvariable is integrated on the localization length l0 , even if the plasticity zone is generally much larger l

0 > l

0

. In fact,hardening domain is propagating along the beamwithout any material limits, whereas the softening localization zone,ed by l0 is increasing during the softening process, until a nite length which depends on the material-section model. The plasticity zones in both regimes appear to be signicantly different (see also [67] for the same conclusions). l0 relatedconclusions, the hardening non-local model (with hardening modulus k+) can be compared to the softening non-locall (with softening modulus k):

M l2cM00 k vp a2v00ph i

M l2cM00 k vp a2v00ph i

77

Thpoint

sical cbendi

non-lorigoro

Wependswell ktural snotice

modelocaliz

Thin botout an

502 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506during the softening process, until a characteristic nite length. Some similar conclusions have been recently numericallyreached in [67] with a variable inelastic end zone model (except that the softening length is xed in [67]). For the non-localls. The softening model and the loading mode, have a strong inuence on the propagation of localization, even if theation zone converges towards the same nite length zone for the plasticity models studied in this paper.e inuence of the hardening phase on the localization process has also been specically addressed. The plasticity zonesh regimes appear to be signicantly different. l0 related to the hardening domain is propagating along the beam with-y material limits (except the length of the beam), whereas the softening localization zone, denoted by l0 is increasingat least for the appearance of this specic feature. The beam response is studied for linear and non-linear non-local softeningshow that the localization zone evolves during the softening process, until an asymptotic limited value, which de-on the characteristic length of the section. This nite character of the localization propagation can be related to thenown concept of nite length region. The existence of this nite size fracture process zone leads to the specic struc-ize effect. As a consequence of this model, the plastic length evolves during the loading process, a phenomenon oftend in structural design. Therefore, it is not necessary to introduce a variable characteristic length in the non-local model,we look at the 1D propagation of plastic strains along the bending beam. It is concluded that the mode of collapse is rmlya non-local phenomenon.cal plasticity model is developed, in order to overcome Woods paradox when softening prevails. This model can beusly derived from a variational principle. Using a piecewise linear plasticity hardeningsoftening constitutive law,ing of composite structures at the ultimate state (reinforced concrete members, timber beams, composite members, etc.).The cantilever beam is considered as a structural paradigm associated to generalized stress gradient. An integral-basedantilever beam. Such simplied models can be useful for the understanding of plastic buckling of tubes in bending, theng response of thin-walled members experiencing softening induced by the local buckling phenomenon, or the bend-structures.

9. Conclusions

This paper questions the mode of collapse of some simple hardeningsoftening structural systems, comprising the clas-dvpdt

x l0 ; l0 ; t @vp

@tx l0 ; l0 ; t 0 and

dvpdt

x l0 ; l0 ; t @vp

@tx l0 ; l0 ; t 0

90

erefore, it is recommended to use the material time derivative in the rate-format of the boundary value problem. Thishas certainly to be rigorously taken into account in a numerical time-integration format applied to more complexThe second rate boundary condition Eq. (84) can be checked from:

@vp 0

@tx l0 ; l0 ; t 0; @vp 0

@l0x l0 ; l0 ; t P

lckcos n 1sin n

and@vp 0

@xx l0 ; l0 ; t P

lckcos n 1sin n

) dvp0

dtx l0 ; l0 ; t 0 86

whereas the last boundary condition Eq. (84) is conrmed by:

@vp@t

x l0 ; l0 ; t _Plc

kLlc n 21 cos n

sin n

;

@vp@l0

x l0 ; l0 ; t 2P

kcos n 1sin2 n

cos n and@vp@x

x l0 ; l0 ; t

Pk

) dvpdt

x l0 ; l0 ; t 0 87

Note that the boundary conditions cannot be expressed in rate form using the partial time derivative if:

@vp 0

@tx l0 ; l0 ; t

0 or@vp@t

x l0 ; l0 ; t

0 88

However, the boundary condition at the clamped end was easier to derive, as this xed point does not move:

dvp 0

dtx 0; l0 ; t @vp 0

@tx 0; l0 ; t 0 89

It has to be outlined that it is difcult to use the rate form to solve the exact differential equations, in case of moving elas-toplastic boundaries. The same remark can be formulated for usual gradient plasticity models expressed in rate form. Such amathematical difculty does not arise in case of a localization zone with constant width, as observed for beams or bars with-out any stress gradient (non-moving elastoplastic boundaries) [23]. In fact,

_l0 0 )dvp 0

dtx 0; l0 ; t @vp 0

@tx 0; l0 ; t 0;

0 0

models studied in this paper, the plastic variable is integrated on an active plastic domain. In particular, during the softeningprocess, the non-local plastic variable is integrated on the localization length l0 , even if the global plasticity zone is generallymuch larger l0 > l

0

. In fact, during the softening process, a part of the hardening zone is unloaded and can be therefore

considered as a passive plastic zone. During the softening localization process, this passive plastic zone does not inuencethe propagation of this localized plastic zone associated to the collapse of the beam. We show that the non-local plastic var-iable has to be dened strictly within the localized softening domain (this is also valid for the higher-order boundary con-ditions). A fundamental property is that the load-plastic zone propagation in the softening stage did not depend on thehardening stage. This distinction between the active and the passive plastic zone can be clearly understood in an incrementaltime-formulation. It is also shown that the material time derivative and the partial time derivative have to be explicitlydistinguished, especially for moving elastoplastic boundaries. It is recommended to use the material time derivative in therate-format of the boundary value problem. Finally, we mention at this stage the possible coupling between non-local elas-ticity, non-local hardening plasticity and non-local softening plasticity.

Appen

A.1. H

We

The linear softening law is written as:

the pl

H lc p 1 lc p 1 2

Byat the

N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506 503jl02

r r0

H A p

p 1 cosl0

2lcp 1

p 0 A:5In the case of higher-order boundary conditions postulated at the elastoplastic interface ([22,23]), as adopted in this pa-

per, the last boundary condition is written as:

j0l02

0 ) l0

2lcp 1

p np with n 1 A:6

x

L

y

F

l0

F

Fig. 11. The tension bar.virtue of symmetry, we have j 0 0 leading to B = 0. Furthermore, the plastic variable is assumed to be continuouselastoplastic interface: 0j r r0 A cos xp B sin xp for x 2 0; l0 A:4H 2

The general solution in term of non-local variable is written as:astic zone:

j p 1 l2c j00 r r0 for x 2 0; l0

A:3For the tension bar considered in Fig. 11, the stress is uniform, and the yield condition leads to the differential equation inr r0 H~j with ~j fj 1 f j j fl2c j00 j p 1 l2c j00 and p 1 f A:2j l2c j00 j A:1igher-order boundary conditions at the elastoplastic interface

study the implicit gradient plasticity model based on the non-local plastic strain j (see Eq. (13)):In this Appendix, we investigate the specic effect of higher-order boundary conditions on the response of a non-localsoftening tension bar under uniform stress state.dix A. Inuence of higher-order boundary conditions

Eqtion in

l l r r x

Thplastic

wherestrain

A.2. H

with

Thelastonon-lo

>

504 N. Challamel et al. / International Journal of Engineering Science 48 (2010) 487506j0 l02

j0 l

02

) C sinh l02lc D cosh

l02lc 1p rr0H

p 1

ptan l0

2lcp1

p>>>>:j0 L2 0 ) C sinh L2lc D cosh L2lc 0j l

02

j l

02

) C cosh l02lc D sinh

l02lc 1p rr0H

>>>>>