 Research Article
 Open Access
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On the construction of approximation space to model discontinuities and cracks with linear and quadratic extended finite elements
Advanced Modeling and Simulation in Engineering Sciences volume 4, Article number: 6 (2017)
Abstract
This paper presents a robust enrichment strategy to model weak and strong discontinuities as well as cracks for industrial applications. First, numerical issues encountered with popular extended finite element approximation spaces are pointed out. Then, the paper gives indications on how to circumvent those issues. The very originality of the paper relies on questioning the theoretical approximation spaces with respect to numerical results and to modify accordingly their design. The relationship between the new design and the previous designs is clearly established, in order to highlight the very small implementation cost of the modifications exposed here. Hence with minimal additional computational cost, gains in accuracy can be significant as shown later in the paper.
Introduction
Strain localization is usually an issue for conventional finite element approaches due to numerical issues in the softening regime of the stress–strain relation, when the problem becomes illposed. Apart from taking care directly of the localization by an adaptation of the mesh to the discontinuity, different methods have been used in the literature to circumvent this difficulty. Smearedcracked models were first proposed [1, 2] with perturbations of the fields across the interface. Discontinuous embedded elements appeared almost at the same time with initial papers of Ortiz et al. [3] or Dvorkin et al. [4], with arbitrary orientations through an element but independent from an element to its neighbor. A little bit later, special interface elements [5, 6] were proposed localized in between conventional elements, which require frequent remeshing and refined meshes in order to allow for crack propagation in the correct direction. The eXtented Finite Element Method XFEM [7] and the Generalized Finite Element Method GFEM [8] finally allow meshes not to respect the crack geometry while providing a continuous transfer of information from one element to the next one about the crack surface localization unlike the generalized class of embedded discontinuous finite element approaches [3, 4]. These methods with nodally based enrichments have managed to combine performance and robustness, considering nonmeshed cracks in a finite element framework. XFEM and GFEM use the Partition of Unity [9] and enrich the classical basis of shape functions with discontinuous functions [10]. The discontinuity of the displacement field across the crack surface is then introduced by a generalized Heaviside function, and adding asymptotic fields at the front crack gives good precision in linear elastic fracture mechanics [10, 11]. The main advantage of these methods in comparison to meshless methods is their easy implementation in a general finite element software, and their capabilities to be applied to various fields: large transformations [12] or plasticity [13] in the XFEM context for example... One can say that XFEM and GFEM extend the possibilities of the FEM, while keeping all its advantages. A useful amelioration has been proposed by Sukumar et al. [14] with the introduction of level set functions to represent discontinuities (cracks, voids,...). These approaches are extremely handy in 3D to treat crack propagation [15, 16].
Moreover, these methods have been implemented to solve linear elasticity fracture mechanics problems [8, 17] with better accuracy than with finite element methods. However, the extension of those methods to quadratic elements in three dimensions is a big challenge. Meanwhile, industrial numerical tools use extensively quadratic elements and simulations in three dimensions are almost the norm. In the wake of [18,19,20], this article attempts to close in the gap between the theoretical methods and issues related to implementation in industrial software.
Minor concerns in one dimension with linear elements turn out to be daunting challenges in 3D or with quadratic elements. Those concerns have been described in [17, 21,22,23] but have raised little interest since recent publications [24, 25]. Firstly, they are related to the ill conditioning of strong or weak discontinuous approximations in the general case of nonconforming interfaces and secondly, to the numerical issues related to “geometrical enrichment” techniques, near the cracktip.
The analysis will be developed more particularly in the case of strongly discontinuous approximations because a direct link with conditioning can be clearly established. For weak discontinuities involved in bimaterials for instance, conditioning issues are still present but they are coupled with the quality of the approximation space to represent continuous solutions with discontinuous gradients [14, 26,27,28]. A specific section will be dedicated to this analysis.
In “Strong discontinuity approximation conditioning” and “Singular enrichment space optimality and conditioning” sections, conditioning issues related to strong discontinuity and singular functions are investigated, as well as, strategies available in the literature to solve those issues. In “Approximation spaces in the literature” and “Numerical behavior of strongly discontinuous and singular approximations” sections, those strategies are benchmarked with linear and quadratic elements. Further analysis unfolds that quadratic elements emphasize conditioning and accuracy issues almost unseen with linear elements. The results exposed here are general enough, given the wide range of approximation spaces considered in the paper.
Strong discontinuity approximation conditioning
In mechanical engineering general purpose software with extended finite elements, strong discontinuities are positioned rather arbitrarily within the bulk of the mesh. A sensitivity study is clearly needed to check out whether strongly discontinuous enrichment strategies are dependent on the position of the interface or not (see Fig. 1). In the literature, the answer is far from obvious. Authors suggested that there is indeed a sensitivity of the solution with respect to the position of the interface; nonetheless, they considered this sensitivity as a numerical sideeffect and complex numerical solutions have been elaborated to deal with this issue [21, 24]. Although those techniques may work with linear elements, very little is said about their efficiency with quadratic elements. As a matter of fact, the asymptotic behavior of strongly discontinuous approximations is not well understood. Conditioning and accuracy of solutions with strong discontinuities deteriorate severely when the interface gets close to the vertices of the mesh. For curved interfaces or unstructured meshes, the interface has a strong probability of getting close to one vertex at least. Dealing with this configuration is a requirement to prevent unexpected results when switching meshes or when moving the interface during industrial numerical simulations.
Those numerical issues have been studied in the case of XFEM formulations [24]. With XFEM, the enrichment functions and the classical shape functions are almost collinear when the interface cuts the mesh near one of its nodes (Fig. 2). Whenever those configurations appear, conditioning deteriorates very quickly. In such cases, there are plenty of strategies to limit the condition number large increase. Those strategies are detailed below.
First of all, we can consider the elimination of degrees of freedom, based on straightforward criteria [18, 24]. Those criteria are rough estimates of the “Heaviside information” on both sides of the discontinuity. Basically, if the Heaviside information is heavily unbalanced, we have:

either:
$$\begin{aligned} measure\left( \left\{ {\Omega _{+} \cap Supp(\varPhi _i )} \right\} \right) \ll measure\left( \left\{ {\Omega _{} \cap Supp(\varPhi _i )} \right\} \right) \end{aligned}$$(1) 
or:
$$\begin{aligned} measure\left( \left\{ {\Omega _{} \cap Supp(\varPhi _i )} \right\} \right) \ll measure\left( \left\{ {\Omega _{+} \cap Supp(\varPhi _i )} \right\} \right) \end{aligned}$$(2)
where, \(Supp(\varPhi _i)\) refers to the support of the shape function and \(\Omega _{+} \) and \(\Omega _{} \) are the domains defined on Fig. 3.
Practically, this means that node numbered i is either on the side \(\Omega _{} \) or on the side \(\Omega _{+} \) and does not “see” the information from the opposite side. From now on, the information from the opposite side will be called complementary information.
The criterion used here replaces the measurement of volumes [18, 24] by the measurement of distances between the nodes of the mesh and the interface on cut edges. When these criteria are associated to a relocation of the interface they are usually named fittovertex. Along each edge (see example on Fig. 2), the balance of “Heaviside information” is weighted through the comparison of lengths [\(\hbox {N}_{1}\)IP] and [\(\hbox {N}_{2}\)IP] with respect to [\(\hbox {N}_{1}\) \(\hbox {N}_{2}\)]. Levelsets (abbreviated “lsn”) are a handy tool to evaluate those lengths, since they do not require computing the coordinates of the intersection points.
From the stand of node \(N_1 \), we have if lsn refers to the normal level set:
where \(\hbox {N}_1 \) and \(\hbox {N}_2 \) are the vertices of the linear element pictured (Fig. 2). IP is a given intersection point on the linear element. lsn(x) represents the levelset function at point x.
Then, the levelset values of both nodes are compared in order to enrich or not node \(\hbox {N}_{1}\). A similar approach consists in changing directly the value of the levelset of the \(\hbox {N}_{2}\) node to zero. In any case, a threshold is needed to decide whether or not the enrichment needs to be modified. This threshold based on the ratio of characteristic dimensions is generally chosen between \(10^{2}\) and \(10^{3 }\) [18, 24].
A simple criterion expresses as:

Node \(\hbox {N}_{1}\) is eliminated or the level set is moved to \(\hbox {N}_{2}\) by resetting lsn \((\hbox {N}_{2})\) to zero if,
$$\begin{aligned} \frac{\left {lsn(\hbox {N}_2 )} \right }{\left {lsn(\hbox {N}_1 )} \right +\left {lsn(\hbox {N}_2 )} \right }<10^{2} \end{aligned}$$(5) 
Node \(\hbox {N}_{2}\) is eliminated or the level set is moved to \(\hbox {N}_{1}\) by resetting lsn \((\hbox {N}_{1})\) to zero if,
$$\begin{aligned} \frac{\left {lsn(\hbox {N}_1 )} \right }{\left {lsn(\hbox {N}_1 )} \right +\left {lsn(\hbox {N}_2 )} \right }<10^{2} \end{aligned}$$(6)
Apart from distance or volume weighting criteria associated or not to fittovertex, a more evolved criterion may be used [24]. Here, the additional idea is about weighting the “balance of Heaviside information” inside the stiffness matrix, instead of weighting the geometrical information of physical domains. This “stiffness” criterion attempts to correlate the condition number of the “stiffness” matrix to the numerical threshold of elimination.
On second hand, to control the condition number, one can consider an algebraic preconditioner [21], dedicated to orthogonalize shape functions and enrichment functions, with a Cholesky factorization.
Let’s assume K is the stiffness matrix. \(K_{i,x}\) is the term of the matrix associated with shape function \(\varPhi _{i}\) and the enriched d.o.f. corresponding to the enrichment function \(F_{x}\varPhi _{i}\). As K is bilinear, symmetric and positive definite there is an inner product \(\langle \cdot , \cdot \rangle _K\) such as:
Béchet et al. [21] preconditioner orthogonalizes \(\varPhi _{i}\) and \(F_{x}\varPhi _{i}\) (in the sense of \(\langle \cdot , \cdot \rangle _K\)), according to the following procedure:
and,
If the degrees of freedom for each node are adjacent (ranked contiguously), the shape of \({P}_{C}\) is:
The blocks of \({P}_{C}\) express as follows:
where the inverse terms are computed from Cholesky’s factorization of local blocks of K:
Singular enrichment space optimality and conditioning
In linear elasticity, the asymptotic displacement solution at the tip of the crack satisfies (in the local basis defined, Fig. 4) [10, 11]:
where \(\kappa =34\upsilon \) (under the plane strain hypothesis) is Kosolov’s constant and \(\upsilon \) is Poisson’s ratio.
The first eigenvalue \(\lambda _{0}=0.5\) represents the less regular term of this expansion series. The associated functions \((\propto \sqrt{r})\) are responsible for a significant loss of accuracy within regular FEM [17].
It is the focus point of the XFEM enrichment to recover at least an order of convergence in energy norm of min (1.5, m), where m is the interpolation order of the elements (1.5 is related to the regularity of the next eigenvalue \(\lambda _{1}\)). For linear elements, an order of convergence close to \({m}=1\) is expected in the energy norm. For quadratic elements, an order of convergence close to \({m}=2\) is expected in the energy norm, when only the components related to the 0.5 eigenvalue are activated by the boundary conditions.
Laborde et al. [17] showed that a fixed enrichment zone is needed, around the cracktip, to ensure the optimal accuracy of singular approximations (see Fig. 5). This technique uncouples the size of the enrichment zone and the size of the mesh, so that the enrichment zone does not shrink to zero with mesh refinement.
However, this enrichment technique has given rise to many concerns almost from the very beginning:

The first concern is the definition of the enrichment area and the related enrichment strategy in blending elements. In the literature, two main strategies emerge: the “cutoff” strategy of Nicaise et al. [29] and the geometrical enrichment strategy [17]. Firstly, the “cutoff” strategy adds global singular d.o.f. and an additional function to soften the transition between the enriched zone and the nonenriched zone. Secondly, the geometrical enrichment introduces local singular d.o.f. which values are set to zero outside the enrichment zone. Nicaise and et al. [29] shows that both strategies are relevant and do not alter the convergence rates.

The second concern is the swift increase of the condition number. Latest works of Chevaugeon et al. [30] and Guptaa et al. [25] give strong research directions to improve the condition number. A vectorial enrichment reduces drastically the number of d.o.f. needed to describe the singular solution. Guptaa et al. [25] suggests that vectorial enrichment could be further improved to permanently remove conditioning issues. The idea of [25] is to subtract from the enrichment function its linear interpolation on the set of elements where the singular enrichment is defined.
Approximation spaces in the literature
In the literature, there are numerous approximation spaces to model strong discontinuities and cracks within the general framework of extended finite element methods and alike. The earliest work of [7] introduced the standard XFEM approximation space of Table 1 in 1999. Then in 2000, the work of [8] extrapolated GFEM [22] to crack modeling. Although XFEM and GFEM both aimed to model cracks, GFEM was designed to deal with a wider scope of problems than XFEM. Initially, XFEM and GFEM were assumed as different approaches. XFEM introduced scalar functions to model Irwin modes at the cracktip. On the opposite, GFEM used directly Irwin modes as vector functions to model the singular behavior at the cracktip. In “Approximation spaces for a cracked domain” section, this difference is investigated. We will find out that XFEM and GFEM are closely related.
In 2004, Laborde et al. [17] paper questioned the numerical accuracy of the XFEM approximation, particularly with higher order elements. Laborde et al. [17] suggested that XFEM with one layer of enriched elements at the cracktip, is not very accurate. When the enrichment zone enlarges, accuracy improves, but conditioning deteriorates. Therefore, it suggested a new approximation space to take care of conditioning issues and with a better behavior for quadratic elements. As this new approximation space is restricted to 2D analysis, this approximation is not fitted for industrial numerical simulations. Finally, to address higher order modeling, XFEM design evolved into vectorial enrichment [30], close to GFEM.
Very recently, in 2013, even the GFEM approximation space has evolved into a new space called SGFEM [25, 31]. SGFEM addresses conditioning issues of GFEM with a new definition of the vectorial functions. Following [32] it is even defined by the fact that the condition number of the associated stiffness matrix has to be of the same order with respect to mesh refinement than the one of FEM. However, SGFEM as proposed in [25, 31] has some drawbacks that will be discussed in “Approximation spaces for a cracked domain” section.
Specifically, to model strong discontinuities, many approximations have been released in the literature. The earliest work of [7] introduced a Heaviside function to model the jump d.o.f. on nodes in the vicinity of a strongly discontinuous interface (Fig. 3). The next relevant approximation space was the one of Hansbo et al. [33] that introduces discontinuous polynomials within the partition of unity. Numerous spaces were derived from those previous approximation spaces and far too many to be studied thoroughly in this paper [19, 20, 34, 35]. Hence, we will focus, in “Strong discontinuity representation” section, on the ones of Moës et al. [7], Hansbo et al. [33] and Belytchko et al. [36], which is somehow intermediary between those of [7] and [33].
From the mathematical point of view, we will find out that the three spaces are very similar.
Strong discontinuity representation
In this section, we model only a strong discontinuity, with a media fully split by an interface. Hence, we do not need the singular functions in that case. Singular functions will be investigated in the next section.
Thus, let us assume the following XFEM approximation space \(V^h\), modeling a strong discontinuity,
where \(\varPhi _i\) are lagrangian polynomials up to order two, in the scope of this article. I denotes the nodes of the finite element mesh, \(I_H \) the set of enriched nodes and H the Heaviside function. A node belongs to \(I_H \) if, and only if, its support is split by the interface \(\Gamma \). We recall that H is defined as follows:
Let’s consider the basic case where the whole domain is divided into two parts as in Fig. 3:

\(\Omega _\mathrm{(H=+1)} =\Omega _{+}\)

\(\Omega _\mathrm{(H=1)} =\Omega _{}\) .
For which,

\(\left. {u^{h}} \right _{\Omega +} \) represents the approximation of the solution on the dimain \(\Omega _{+} \) extended by continuity to the domain \(\Omega _{} \) over the interface \(\Gamma \),

\(\left. {u^{h}} \right _{\Omega } \) represents the approximation of the solution on the dimain \(\Omega _{} \) extended by continuity to the domain \(\Omega _{+} \) over the interface \(\Gamma \).
The representation of the kinematic jump is crucial for many interfacial laws, such as cohesive laws and contact laws. The jump at every point (commonly integration point) located on the interface, follows the convention:
In order to simplify the notations in Table 1, we define for a given node \(j\in I_H , \Phi _{j,1} =\chi _{\Omega ^{+}} \Phi _j\) and \(\Phi _{j,2} =\chi _{\Omega ^{}} \Phi _j \), where \(\chi _A \) denotes the characteristic function of the set A. Using these notations, we have:
where \(x_j \) is the location of j. The function \(HH\left( {x_j } \right) \) is used to define the formulation introduced in [26].
Let us compare sidebyside, the XFEM representation of the displacement jump introduced by [7] with the other wellknown formulations of [33] and [26]. Even though the jump approximations have different expressions (Table 1), we will investigate next whether the approximation spaces are really different or not.
Areias et al. [37] showed that [7] and [33] involve different bases but that both enrichments still represent the same approximation space. Each enrichment can be expressed in terms of the other one with a suitable change of variables. With the same analysis as in [37], the different enrichments can be expressed in terms of the other ones for the remaining couple of formulations XFEM/Shifted and Domain/Shifted.
Thus, from the mathematical point of view, the approximation spaces involved in the three formulations are equivalent (see Table 2). The same can be said of other formulations encountered in the literature [19, 34, 35]. We would like to stress the fact that this equivalency only holds in the case of strong discontinuity. When singular functions are injected in the approximation, the relationship between the different approximation spaces may be different as studied in the next section.
Approximation spaces for a cracked domain
The model problem is a cracked domain \(\Omega \) (Fig. 6), under a linear elasticity assumption. The material is also assumed to be homogeneous and isotropic. Dirichlet boundary conditions are applied on the boundary \(\Gamma _{\mathrm{D}}\) and Neumann boundary conditions are applied on \(\Gamma _{\mathrm{N}}\).
The space of admissible displacements is:
The weak form of the equilibrium problem is:
where u is the displacement, \(\sigma \) is the Cauchy stress, \(\varepsilon \) is the strain, 1 the identity tensor, f is the body force applied on \(\omega \), g is the traction applied on \(\Gamma _N\) and \(\lambda \) and \(\mu \) are the Lamé parameters.
Now, the discrete approximation spaces from the literature will be investigated. In the following sections, we will prove that spaces available in the literature can be gathered into two classes: “straightforward” enrichment and “bubble” enrichment. An illustration of those two classes is provided on Fig. 7. “Straightforward” enrichment means that the singular function is introduced directly into the approximation space without modification. “Bubble” enrichment means that the singular function is reshaped into a new function before its introduction into the approximation space.
In the following sections, those classes are described:

“Straightforward” singular enrichment class” section shows that XFEM and GFEM are “straightforward” enrichments. Moreover, GFEM is a subspace of XFEM. This statement implies that XFEM is somehow more accurate than GFEM, but both methods are nonetheless very close.

“Bubble” enrichment class” section shows that a “bubble” enrichment as the one of Gupta et al. [25] is not a “straightforward” enrichment. This statement implies that “bubble” enrichments have numerical properties not identical to “straightforward” enrichments that will be investigated in “Singular approximation at a crack tip” section.
“Straightforward” singular enrichment class
Let \(V^h \) be the approximation space using vector asymptotic functions to describe the crack kinematics:
where d is equal to two in the bidimensional case and three in the tridimensional case, \(\left( {\underline{E}_1 ,\underline{E}_2 ,\underline{E}_3 } \right) \) is the usual Cartesian basis, \(\underline{K}_\alpha \) are the vector asymptotic functions and \(I_{CT} \) the set of nodes enriched by such functions. In this contribution, \(I_{CT} \) is defined as the set of nodes placed at a distance lower than R from the cracktip (cf. Fig. 5).
The vector asymptotic functions \(\underline{K}_\alpha \) are defined as follows:
with \(\underline{u}_I^0 ,\;\underline{u}_{II}^0 \;\underline{u}_{III}^0\) given by (15).
Let \(V_{CUTOFF}^h (W^{2,\infty } )\) be the approximation space defined with a cutoff function \(\chi \in W^{2,\infty }\) [29], which value is set to one if its distance from the crack front is lower than \({r}_{0}\), is set to zero if its distance from the crack front is greater than \({r}_{1}\) with \({r}_{1}>\, {r}_{0}\) and varies linearly in between:
and let \(V_{XFEM}^h\) be the standard XFEM approximation space [7]:
where \(F^{\alpha }\) are defined as:
We remark that:
Consequently, the vector functions \(\underline{K}_\alpha \) and the scalar functions \(F^{\alpha }\) are related by the following linear relations:
Lemma 1
\(V_{CUTOFF}^h (W_h^{2,\infty } )\) is a subspace of \(V^h \) and \(V^h \) is a subspace of \(V_{XFEM}^h \), i.e. the three approximation spaces are related as follows,
where \(W_h^{2,\infty } \) is the subspace of interpolated cutoff functions.
Proof
The proof relies on the work of [29].

\(V_{CUTOFF}^h (W_h^{2,\infty } )\subset V^h :\)
For \(v^{h}\in V_{CUTOFF}^h (W_h^{2,\infty } )\),
\(\chi _h\) is the interpolation of a cutoff function \(\chi \) which vanishes outside \(I_{CT}\),
Then,
which leads to,

\(V^h \subset V_{XFEM}^h {:}\)
For \(v^{h}\in V^h \),

Equation (27) shows that \(\underline{K}_\alpha \) can be expressed as \(\underline{K}_\alpha =\sum \limits _{l=1}^4 {\sum \limits _{m=1}^d {k_{l,m,\alpha } F^{l}\underline{e}^{m}} } \), where \(k_{i,m,\alpha } \) is a constant tensor.
In case of a straight crack, the local basis is constant.
Thus, the local basis expresses in cartesian coordinates as, \(\underline{e}^{m}=\sum \limits _{j=1}^d {\mu _{m,j} \underline{E}_j } \), where \(\mu _{m,j} \) is a constant tensor.
Then,
$$\begin{aligned} \underline{K}_\alpha= & {} \sum _{l=1}^4 {\sum _{m=1}^d {\sum _{j=1}^d {k_{l,m,\alpha } \mu _{m,j} F^{l}\underline{E}_j } } }\\ \sum _{\alpha =1}^d {c_{k,\alpha } \varPhi _k \underline{K}_\alpha }= & {} \sum _{\alpha =1}^d {\sum _{l=1}^4 {\sum _{m=1}^d {\sum _{j=1}^d {c_{k,\alpha } k_{l,m,\alpha } \mu _{m,j} F^{l}} } } \varPhi _k \underline{E}_j } \\= & {} \sum _{l=1}^4 {\sum _{j=1}^d {\left( {\sum _{\alpha =1}^d {\sum _{m=1}^d {c_{k,\alpha } k_{l,m,\alpha } \mu _{m,j} } } } \right) } F^{l}\varPhi _k \underline{E}_j } \\ \end{aligned}$$With a suitable change of variable,
$$\begin{aligned} c_{k,l}^j =\sum _{\alpha =1}^d {\sum _{m=1}^d {c_{k,\alpha } k_{l,m,\alpha } \mu _{m,j} } } \end{aligned}$$we have finally,
$$\begin{aligned} v^{h}=\sum _{i\in I} {\sum _{j=1}^d {a_{i,j} \varPhi _i \underline{E}_j } } +\sum _{i\in I_H } {\sum _{j=1}^d {b_{i,j} H\varPhi _i \underline{E}_j } } +\sum _{k\in I_{CT} } {\sum _{l=1}^4 {\sum _{j=1}^d {c_{k,l}^j } F^{l}\varPhi _k \underline{E}_j } } \end{aligned}$$which means that:
$$\begin{aligned} v^{h}\in V_{XFEM}^h \end{aligned}$$ 
In case of a curved crack, the result of the lemma holds with a discretization of the local basis of [30]. Let us consider a discrete local basis at each node \(\left( {\underline{e}_k^1 ,\underline{e}_k^2 ,\underline{e}_k^3 } \right) \), such as,
$$\begin{aligned} v^{h}= & {} \sum _{i\in I} {\sum _{j=1}^d {a_{i,j} \varPhi _i \underline{E}_j } } +\sum _{i\in I_H } {\sum _{j=1}^d {b_{i,j} H\varPhi _i \underline{E}_j } } +\sum _{k\in I_{CT} } {\sum _{\alpha =1}^d {c_{k,\alpha } \varPhi _k \underline{K}_{\alpha ,k}}}\\ \underline{K}_{\alpha ,k}= & {} \sum _{l=1}^4 {\sum _{m=1}^d {k_{l,m,\alpha } F^{l}\underline{e}_k^m } }\\ \underline{e}_k^m= & {} \sum _{j=1}^d {\mu _{m,j,k} \underline{E}_j } \end{aligned}$$The straight crack proof still holds here, with the additional node index “k”.
\(\square \)
Remark
as a practical consequence of Lemma1, the error bound of XFEM should be lower than the ones of \(V^h \) and of the cutoff [29]. With XFEM, the optimization process performs on a larger space than with other formulations and reaches a closer infimum to the exact solution of the problem. Nevertheless, XFEM introduces more d.o.f. than GFEM and cutoff enrichments which increases its condition number.
“Bubble” enrichment class
Now, let us consider the SGFEM space for linear elastic fracture mechanics similar to the one proposed in [25, 31]:
where \(\left\{ {\psi _{i,k} } \right\} _{k=1..4} =\left\{ {1,xx_i ,yy_i ,zz_i } \right\} \), and \(\Pi \underline{K}_\alpha =\sum _{k\in \left\{ {I_{CT} \cup \delta I_{CT} } \right\} } {\underline{K}_\alpha (r_k ,\theta _k )\varPhi _k} \) is the usual interpolation.
\(\delta I_{CT} \) is defined here as the transition layer of nodes between cracktip elements and other elements of the mesh for which \(\underline{K}_\alpha \) unknowns are set to zero. This allows to connect the enriched layer with the remaining of the mesh and to avoid blending issues [26].
Lemma 2
\(V_{XFEM}^h \) is not a subspace of \(V_{SGFEM}^h \) and \(V_{SGFEM}^h \) is not a subspace of \(V_{XFEM}^h \), so that:
Proof

\(V_{SGFEM}^h \not \subset V_{XFEM}^h \)
It is obvious that \(V_{SGFEM}^h \not \subset V_{XFEM}^h \) because \(V_{SGFEM}^h \) involves higher order discontinuous polynomials \(H\psi _{i,k} \varPhi _i \), which are out of \(V_{XFEM}^h \).

\(V_{XFEM}^h \not \subset V_{SGFEM}^h \)

\(F^{1}\underline{E}_1 \sum \limits _{k\in I_{CT} } {\varPhi _k } \) belongs to the test function space \(V_{XFEM}^h \) with \(a_{i,j} =0, b_{i,j} =0, c_{k,1}^1 =1\) and \(c_{k,\alpha }^j =0\) elsewhere (for \(\alpha \ne 1)\).

However, \(F^{1}\underline{E}_1 \sum \limits _{k\in I_{CT} } {\varPhi _k } \) does not belong to \(V_{SGFEM}^h \), which can be shown by contradiction.

Let us assume \(F^{1}\underline{E}_1 \sum \limits _{k\in I_{CT} } {\varPhi _k } \) belongs to \(V_{SGFEM}^h \),
$$\begin{aligned} F^{1}\underline{E}_1 \sum _{k\in I_{CT} } {\varPhi _k }= & {} \sum _{i\in I} {\sum _{j=1}^d {a_{i,j} \varPhi _i \underline{E}_j } } +\sum _{i\in I_H } {\sum _{j=1}^d {\sum _{k=1}^4 {b_{i,j,k} H\psi _{i,k} \varPhi _i \underline{E}_j } } } \\&+\sum _{i\in I_{CT} } {\sum _{\alpha =1}^d {c_{i,\alpha } \varPhi _i \left( {\underline{K}_\alpha \Pi \underline{K}_\alpha } \right) } } \end{aligned}$$ 
Singular functions cannot be represented by discontinuous polynomials basis, so we necessarily have \(b_{i,j,k} =0\)

Singular functions cannot be represented by continuous polynomials as well, so, \(\sum \limits _{i\in I} {\sum \limits _{j=1}^d {a_{i,j} \varPhi _i \underline{E}_j } } \sum \limits _{i\in I_{CT} } {\sum \limits _{\alpha =1}^d {c_{i,\alpha } \varPhi _i \Pi \underline{K}_\alpha } } =\underline{0}\) as \(\varPhi _i \Pi \underline{K}_\alpha \) is also a polynomial.

\(\varPhi _i \Pi \underline{K}_\alpha \) introduces at least three higher order polynomials per node,

Which leads to, \(\sum \limits _{\alpha =1}^d {c_{i,\alpha } \varPhi _i \Pi \underline{K}_\alpha } =\underline{0}\),

Then, \(c_{i,\alpha } =0\),

And, \(a_{i,j} =0\) because \(\sum \limits _{j=1}^d {a_{i,j} \varPhi _i \underline{E}_j } =\underline{0}\).


Thus, \(F^{1}\underline{E}_1 \sum \limits _{k\in I_{CT} } {\varPhi _k } =\underline{0}\) which is contradictory.


\(\square \)
Remark
As a practical consequence of Lemma2 the “bubble” class of “Bubble” enrichment class” section does not belong to the “straightforward” class of “Straightforward” singular enrichment class” section, in which XFEM is found to be the largest space. Hence, the definition of two classes of enrichment makes perfectly sense.
Numerical behavior of strongly discontinuous and singular approximations
In this section the numerical behavior of the different approximation spaces introduced previously is investigated through a couple of benchmarks. First of all, we assess the asymptotic behavior of strongly discontinuous approximations, through a one dimensional case. Secondly, we consider the convergence study of a twodimensional problem with a crack and singular approximation.
Numerical behavior of strongly discontinuous approximations
Numerical analysis of strongly discontinuous approximations with linear elements
Let us consider the basic case of the traction of a onedimensional bar with a fictitious bimaterial interface. The arbitrary interface is positioned along the abscissa \(x\left( \varepsilon \right) \) (Fig. 8). The problem even though continuous is treated as a discontinuous one, with gluing interface boundary conditions imposed through a Lagrange multiplier. Actually, if the materials were different on each side of the interface, the resulting problem would be equivalent to enforcing a weak discontinuity with a strong discontinuity framework. This artefact is used so as to establish convergence results in energy norm. If it was not the case, the solution obtained would be that of two rigid bodies with prescribed displacements on one of their end.

The problem is the solution of the following differential equation:
$$\begin{aligned} {u''(x)=0}\quad \forall x\in \Omega =\left[ {0,3} \right] \end{aligned}$$(30) 
With arbitrary Dirichlet boundary conditions:
$$\begin{aligned} {u(0)=\beta }\quad {u(3)=3\alpha +\beta } \end{aligned}$$(31) 
And with continuity conditions at the interface expressed in terms of the continuity of the derivative of the displacement field (stress continuity at the interface):
$$\begin{aligned} \left. {\frac{du}{dx}} \right _{x\left( {\varepsilon ^{+}} \right) } =\alpha ^{}\quad \quad \left. {\frac{du}{dx}} \right _{x\left( {\varepsilon ^{}} \right) } =\alpha ^{+}\quad \quad \alpha ^{}=\alpha ^{+}=\alpha \end{aligned}$$(32)
This continuity condition results from the equivalent Lagrangian form of (30) in which a Lagrange multiplier \(\lambda \) is used to impose a continuous displacement across the interface. \(\left( {u,\lambda } \right) \) is the saddle point of the following functional:
The expected continuous solution satisfying the boundary conditions above, is:
The resulting weak form of the problem is:
The XFEM discrete linear space is:
Then, the \(6\times 6\) matrix associated with the discretization of the weak form on the XFEM space of linear functions (first column of Table 1) is:
With the domain formulation of the second column of Table 1, the discrete matrix is:
With the shifted formulation of the third column of Table 1, the discrete matrix is:
We enforce boundary conditions directly on the discrete problem, as equality constraints through Lagrange multipliers. The position of the interface depends only on \(\varepsilon \). Nonetheless, the solution does not depend on the \(\varepsilon \) parameter, so that the relative error does not depend on \(\varepsilon \), which makes our analysis relevant.
Let us consider the following arbitrary numerical values: \({\alpha ={10}/9}\) and \({\beta } =10.\)
Then, the solution is computed in standard 64bit arithmetic, with the linear solver UMFPACK, to reproduce the behavior of direct solvers.
The numerical error has to be close to zero, for any given position of the interface. The error is evaluated here in terms of the H\(^{1}\)norm:
Although all three formulations represent the same approximation space, they do not have exactly the same numerical behavior (Fig. 9), at least concerning the error in H\(^{1}\)norm. The XFEM error increases steadily while the “shifted” formulation and the “domain” formulation levels of error stay close to machine precision (about \(2.2 \cdot 10^{16}\)).
Moreover, all three enrichment conditionings increase as the distance between the interface and node \(\hbox {N}_{3}\) decreases (Fig. 10). This means that all three enrichment strategies are very sensitive to the position of the interface. A preconditioner is needed for the three enrichments. In the case of XFEM, we studied Béchet et al. [21] preconditioner. For other formulations we used a diagonal preconditioner to scale the d.o.f.
The diagonal preconditioner allows a scaling of rows and columns through a multiplication with a diagonal matrix to the left and to the right:
In linear elasticity, \(D_c \) is usually defined as,
Thus, on Fig. 11, condition numbers are reduced drastically. However, the error still increases in case of XFEM. The error is clearly not only related to conditioning. Another explanation should be considered.
When looking at the XFEM discrete stiffness matrix, it is noticeable that the unknowns \(a_{2}\) and \(b_{2}\) obey to an almost similar equation (as \(H\Phi _2 \approx \Phi _2\)). The difference between those equations lies in the terms \(12\varepsilon \) and \(22\varepsilon \). Those terms imply the sum of heterogeneous quantities that leads to a tremendous loss of accuracy on the difference information \(2\varepsilon \). For instance, let us consider the following string of calculations in “double precision” arithmetic (8octet storage):
The final result 6.348E–12, is quite different from the exact result 6.3487497084E–12: only four digits remain of the “difference information” between the equations. Hence ill conditioning indicates also a lesser accuracy within the assembled stiffness matrix due to roundoff errors and truncated information. Even highly effective preconditioners [21] cannot recover the truncated information. It is not surprising that, besides preconditioning, authors have used triple precision arithmetic to recover accuracy [24].
Remark
Because the error curves are shattered, the phenomenon might be also probabilistic and related to random roundoff errors in interaction with the solver algorithm. A comprehensive study with a wide range of solvers is presented (Figs. 12 and 13). This study shows that the type of solver interferes with the level of error, which makes numerical analysis on errors quite sensitive:

For iterative methods (PCG), the error is generally higher because those solvers are very sensitive to conditioning,

For matrix factorization based solvers (UMF), the error is lower than with iterative methods,

For matrix inversion based solvers, good results can be obtained frequently.
Numerical analysis of strongly discontinuous approximations with quadratic elements
The same onedimensional case is considered here. The same discretization of the weak form is used with quadratic shape functions. The results are plotted on Fig. 14.
For the three approximations, conditioning worsens very quickly, at about three times the rate of linear elements. More worrying is that the error increases. XFEM enrichment error worsens more quickly than the others.
On Fig. 15, the same preconditioners than in “Numerical behavior of strongly discontinuous approximations” section are considered. The wrong behavior noticed above still applies.
This numerical behavior with quadratic elements is well explained by the coupling between enrichment functions, as pictured on Fig. 16 with domain enrichment [33].
When \(measure(\left\{ {\Omega _{+} \cap Supp(\varPhi _S )} \right\} )\rightarrow 0\) for a given vertex node, the middle node satisfies likewise \(measure(\left\{ {\Omega _{+} \cap Supp(\varPhi _M )} \right\} )\rightarrow 0\), on the vertex patch. For such a configuration, the enrichment shape functions \(\chi _{\Omega +} \varPhi _S \) and \(\chi _{\Omega +} \varPhi _M \) become almost homothetic (Fig. 16).

In case of Lagrange polynomials, we have:
$$\begin{aligned} \varPhi _S (\xi )= & {} (1\xi )(12\xi ),\quad \forall \xi \in \left[ {0,1} \right] \nonumber \\ \varPhi _M (\xi )= & {} 4\xi (1\xi ),\quad \forall \xi \in \left[ {0,1} \right] \end{aligned}$$(43)
Both functions can be related with the following expression,
when \(\xi \) goes to 1, the difference information between those functions decreases accordingly to \((1\xi )^{2}\). This generates a vanishing subspace (consisting of polynomials only defined on the small support \(\;\left\{ {\Omega _{+} \cap Supp(\varPhi _S )} \right\} \)), which implies a conditioning slope of at least 3 with quadratic shape functions (Fig. 15). In other words, the condition number \(\kappa (K)\) is bounded by:
Proof
Let \(\kappa (K)\) be the condition number of the stiffness matrix:
where \(\left\ \right\ _2\) is the Euclidian norm 2.
In order to estimate the lower bound of the condition number, we consider the polynomials e \(_1\) and e \(_2\) illustrated on Fig. 17.
Those polynomials belong to the discrete space of [33] (likewise [7] and [26]). They can be used to determine a lower bound of the condition number. Functions \({e}_{1}\) and \({e}_{2}\) are expressed in the discrete space of [33] as:
In the discrete space of [33], we have:
so that we have \(\left\ {e_1 } \right\ _2 =\left\ {e_2 } \right\ _2 =1\).
As \(\frac{1}{2}e_{1}^{T}Ke_1\) and \(\frac{1}{2}e_2^T Ke_2\) represent the elastic energy of these solutions, we have:
Thus,
The asymptotic behavior of \(\varPhi _M (\xi )\) [at the first order of \((1\xi )\)] is:
Then, the related d.o.f. become redundant, which leads to ill conditioning. As enrichment strategies are equivalent, the redundant d.o.f. pollutes also the approximation spaces of the other formulations [7, 26].

In case of Bernstein polynomials, we have:
$$\begin{aligned} \varPhi _S (\xi )= & {} (1\xi )^{2},\quad \forall \xi \in \left[ {0,1} \right] \nonumber \\ \varPhi _M (\xi )= & {} 2\xi (1\xi ),\quad \forall \xi \in \left[ {0,1} \right] \end{aligned}$$(49)
when \(\xi \) goes to 1, there is no coupling between Bernstein polynomials as observed with Lagrange polynomials. However, the polynomial \(\varPhi _S \) cancels out accordingly to \((1\xi )^{2}\), which also leads to the same conditioning slope of three (Fig. 18) (as shown in the previous section).
It is noticeable that [33] has better accuracy with Bernstein polynomials than with Lagrange polynomials (Figs. 18, 19). \(\square \)
Numerical behavior of singular approximations at the crack tip
Numerical analysis of crack approximations with linear elements: crack opening in mode 1
Given the capabilities of the software we used, only two approximations were tested here:
Other approximations are out of scope because,

Gupta et al. SGFEM kind of enrichment [25, 31] (let us recall that accordingly to [32] a genuine SGFEM enrichment is defined by the fact that the condition number of the associated stiffness matrix is of the same order—2 [38]—with respect to mesh refinement than the one of FEM) needs far too many additional Heaviside d.o.f. which are difficult to implement and may lead to conditioning issues,

Cutoff enrichment is not very convenient, as assembling global d.o.f. is out of the scope of the industrial software we used (Code_Aster). Moreover, the method does not extend properly in 3D [29].
Example 1
(Horizontal crack opening in mode I with linear elements). The domain geometry is a square defined by \(\Omega =\left[ {\,0.5,+\,0.5} \right] \times \left[ {\,0.5,+\,0.5} \right] .\) The meshing procedure subdivides the domain into regular sized cells, which edges are parallel to the crack. The size of the enrichment zone is \(r=0.1\).
The analytical solution in displacement corresponds to the exact mode I limited to the \(\surd r\) term in Williams series expansion [11] and is given by the first term of (15). Then, Dirichlet boundary conditions are applied on three sides. On the left side, Neumann conditions are preferred. As the left side is cut by the crack, Dirichlet conditions are more difficult to apply given the discontinuity of the displacement field (Fig. 20).
The condition number is estimated by MUMPS solver, so that the results shown here have to be taken only as rough estimates.
On Fig. 21, the condition number of XFEM almost skyrockets as noticed in [21]. We did not consider the preconditioner of [21] here to show how both enrichment strategies, scalar and vectorial, behave without expensive treatment. Even the conditioning slope of the vectorial enrichment is far from optimal. The expected optimal conditioning slope is two [25].
Then, the relative error in energy norm is computed accordingly to the following formula:
On Fig. 22, the rate of convergence in energy norm of the XFEM scalar enrichment is underoptimal (around 0.91) as noticed in [17]. Optimality is recovered with the vectorial enrichment, the convergence rate being then 0.989. Nonetheless, XFEM is more accurate than the vectorial enrichment as predicted in Lemma 1.
Example 2
(Inclined crack opening in mode I with linear elements). We introduce a more realistic case with a chosen inclination of the crack at \(44.9{^{\circ }}\), in order to test the conditioning with both Heaviside and singular enrichments. The analytical solution is still the one of a mode I problem limited to the \(\surd r\) term in Williams series expansion given by the first term of (15) (Fig. 23). The inclined crack analytical solution is expressed through a rotation of \(44.9{^{\circ }}\) of the horizontal crack solution. The strain and stress tensors are rotated as well of the same angle. Then the same mix of Neumann and Diriclet boundary conditions are applied (Fig. 24), similarly to the case of the horizontal crack. We consider the same regular meshes as above which are not oriented accordingly to the crack surface here. The preconditioner of [21] is not applied here as in the previous case.
On Fig. 25, the conditioning of the XFEM vectorial enrichment becomes very high and reaches a steady value around \(10^{12}\). This behavior may be explained by the ill conditioning of the Heaviside enrichment. As the “Heaviside information” becomes very unbalanced, its ill conditioning overcomes the regular increase of conditioning expected with the vectorial enrichment (see Fig. 21) as explained in “Strong discontinuity approximation conditioning” section. Nonetheless, both enrichments have optimal convergence accuracy (see Fig. 26).
Numerical analysis of crack approximation with quadratic elements: crack opening in mode 1
Only the linear vectorial enrichment approximation [30] is working with a reasonable condition number. We recall that other approximations are not tested because,

XFEM conditioning skyrockets with quadratic elements, even with a small enrichment zone,

Gupta et al. SGFEM kind of enrichment [25, 31] needs far too many additional Heaviside d.o.f., so that it is difficult to implement and may lead to ill conditioning,

Cutoff with global d.o.f. assembling requires a “macro” element, which is not straightforward to implement in finite element software. Moreover the method does not extend properly in 3D [29].
Even if the linear vectorial enrichment converges at an optimal rate (in energy norm) with quadratic elements, the condition number is still very high (see Fig. 27). We did not use the preconditioner of [21], in order to test the conditioning of the vectorial enrichment. In “Singular approximation at a crack tip” section, a new enrichment strategy with better intrinsic numerical behavior, will be exposed.
Remark
a dedicated integration scheme is needed at the tip of the crack, to get an optimal rate of convergence in energy norm with quadratic elements [17]. Here, we used a GaussRadau integration rule of order 20 [39]. As the aim of the paper is not about singular integration, we did not try to optimize the procedure. Optimization of integration schemes has been well studied in [30, 40].
Improving the design of quadratic approximation spaces to deal with previous numerical issues
In this section, basic improvements are suggested to deal with numerical issues stated in previous sections:

For strongly discontinuous approximations, we suggest a correction to the approximation spaces for quadratic elements. Note that as denoted by [17] optimal convergence rates can only be achieved if the discontinuous approximation space is of the same order than the one of the continuous space, that is to say quadratic. The correction exposed here on the quadratic form is slightly different from the ones discussed in “Strong discontinuity approximation conditioning” section (fittovertex and elimination of d.o.f.).

For singular enrichment, a reshape of the approximation space is considered. The new approximation sums up benefits of work on strong approximation spaces with the significant improvement associated to the “bubble” space as discussed in the next section.
Improvement of strongly discontinuous approximations
Partition of unity alteration
As discussed in “Numerical analysis of strongly discontinuous approximations with quadratic elements” section, the use of vertex node and middle node shape functions (resp. \(\chi _{\Omega +} \varPhi _S \) and \(\chi _{\Omega +} \varPhi _M \) in Fig. 16) leads to an incorrect asymptotic behavior of strongly discontinuous formulations, both for Bernstein and Lagrange polynomials.
When getting rid of the middle node d.o.f. \(\chi _{\Omega +} \varPhi _M\) for \(\varepsilon \) around \(10^{3}\), the condition number decreases sharply (Fig. 28). This threshold value is close to estimates of [18, 24], but we stress on the fact that only the middle d.o.f. is removed and that the position of the interface is not shifted. This alteration process allows the analysis to proceed beyond \(\varepsilon =10^{12}\) as with linear elements.
Let us precise the differences between the removal of the middle node and straightforward criteria from “Strong discontinuity approximation conditioning” section:

The fittovertex and volume criterion remove both the vertex node and the middle node d.o.f. (\(\chi _{\Omega +} \varPhi _S \) and \(\chi _{\Omega +} \varPhi _M\)). Then, with the fittovertex, the interface position is switched to the closest node.

With the new strategy, only the minimal information is removed from the approximation (a single d.o.f., the nearest to the interface) with a tuned threshold. The interface is not switched.
However, the alteration of the partition of unity has a noticeable impact on enrichment [33] with Lagrange polynomials (Fig. 28): the H1error increases sharply after the alteration, instead of decreasing as observed with other formulations. This behavior might be explained by the partition of unity and the nature of the solution represented here:

The exact solution is continuous,

In [7, 26] discontinuous functions are added to continuous functions, so that the removal of the discontinuous middle node d.o.f. does not alter the partition of unity of continuous space functions [9] and consequently the representation of continuous functions.
This is in contrast with [33], as the removal of the enriched middle node d.o.f. prevents the representation of continuous functions on some parts of the domain where the partition of unity is broken.
Extrapolation in 3D
Let us consider the patchtest of [24]. It is a 3D block of side 4m defined by \(\Omega =\left[ {\,2,+\,2} \right] \times \left[ {\,2,+\,2} \right] \times \left[ {\,2,+\,2} \right] \) and split by an inclined interface. The domain is meshed with regular quadratic hexahedral elements (\(4\,\times \,4\,\times \,4\) elements).
A multiaxial loading is applied. Given the elastic behavior, the stress is homogeneous within the block at a value of 10 MPa, for any given position of the interface. The interface equation is parameterized with \(\delta \) as:
The error is analyzed with the energy norm:
As the Hansbo et al. [33] enrichment performs as well as the “shifted” enrichment, only the “shifted” enrichment is tested here.
The strategies discussed in 1D are extrapolated in 3D (an example is given Fig. 29):

Preconditioning strategies are unchanged (Béchet et al. preconditioner [21] with XFEM and diagonal scaling with shifted enrichment),

The elimination threshold for the middle nodes, is fixed at a ratio of relative distance to the vertex of \(10^{3}\) along the edge (see on the 1D example illustrated by Fig. 16), or, could be expressed with a volume ratio criterion [24]:
$$\begin{aligned} \min \left( {{\begin{array}{l} {measure(\left\{ {\Omega _{+} \cap Supp(\varPhi _M )} \right\} ),} \\ {measure(\left\{ {\Omega _{} \cap Supp(\varPhi _M )} \right\} )} \\ \end{array} }} \right) \le 10^{9}measure(\left\{ {Supp(\varPhi _M )} \right\} ) \end{aligned}$$(53)
On (Fig. 30), the shifted formulation is more accurate than the XFEM one, as observed in the 1D case. The difference in accuracy reaches a \(10^{10}\) factor: accuracy issues observed in 1D with XFEM are heightened in 3D.
Furthermore, the volume ratio criterion on the middle node is very satisfactory. The results improve as soon as the elimination process is activated around a node to interface distance (here \(\delta /\sqrt{3})\) of \(10^{3}\,\)m.
Synthesis
Although, all three strongly discontinuous formulations considered in the paper represent the same approximation space, they do not have the same numerical performance. From the results above, domain and shifted enrichments are less sensitive to the position of the interface than XFEM. With quadratic elements, the three formulations need a special care regarding the asymptotic behavior of the shape functions as shown in “Numerical analysis of strongly discontinuous approximations with quadratic elements” section. The XFEM jump formulation is far less accurate in 3D.
From a practical point of view, the “shifted” formulation seems to offer the best compromise, because it provides:

A simpler preconditioner than XFEM, which decreases the computational cost,

Less discontinuous d.o.f. than [33], which eases the implementation and improves the accuracy of the formulation in case of elimination of d.o.f. with Lagrange polynomials,

A good accuracy in 3D with quadratic elements.
Singular approximation at a crack tip
New “bubble” approximation space
We introduce a simpler space than the one of Gupta et al. [25, 31], to reduce its too many additional Heaviside d.o.f. As a matter of fact Gupta et al. approach requires up to 12 Heaviside d.o.f. per node instead of 3 so that it is difficult to implement and may lead to ill conditioning.
In the elements where \(\underline{K}_\alpha \) is discontinuous, a technique similar to the ghost node interpolation used in [41] is preferred. The principle consists in using two continuous interpolations by prolongation of the one on \(\Omega _{+} \) and the one on \(\Omega _{} \) to the whole domain \(\Omega \) (an example is given Fig. 31). Hence, two continuous extensions of \(\underline{K}_\alpha (r,\theta )\) are introduced:

\(\underline{K}_\alpha (r,\left \theta \right )\) overlaps with \(\underline{K}_\alpha (r,\theta )\) on \(\Omega _{+} \),

\(\underline{K}_\alpha (r,\left \theta \right )\) overlaps with \(\underline{K}_\alpha (r,\theta )\) on \(\Omega _{} \).
In the elements where \(\underline{K}_\alpha \) has a singular point, the interpolation of \(\underline{K}_\alpha \) is smoothened, so that subsequent interpolation errors of the singular function \(\underline{K}_\alpha \) do not pollute the accuracy of the displacement field as observed in [25].
Let n be the order of the interpolation used for the crack tip degrees of freedom. \(I_{CT} \) is the corresponding set of nodes enriched by the vectorial asymptotic functions i.e. \(\quad I_{CT,1} \) corresponds to vertex nodes and \(I_{CT,2} \) contains both vertex nodes and middle nodes. If we consider a quadratic interpolation for the crack tip degrees of freedom, we have \(n=2\) and \(I_{CT,2} =I_{CT} \). Let \(I_T \) be the associated subset of \(I_{CT} \) with singular points i.e. the set of nodes such that a cracktip belongs to their support. The nodes of \(I_T \) are not taken into account in the interpolation of \(\underline{K}_\alpha \), so that the interpolation of \(\underline{K}_\alpha \) is smooth when the polar coordinate r goes to zero. Let m be the order of the interpolation of \(\underline{K}_\alpha \), which can be different from n. The new interpolation operator reads:
where \(\Gamma _{k,m} \) are the shape functions corresponding to order m interpolation and \(I_{CT,m} \) is the subset of \(I_{CT} \) corresponding to order m interpolation, i.e. \(\quad I_{CT,1} \) is the restriction of \(I_{CT} \) to vertex nodes and \(I_{CT,2} \) contains both vertex nodes and middle nodes of \(I_{CT} \). Since we consider quadratic approximation in this section, we have \(I_{CT,2} =I_{CT} \). The set \(\left\{ {I_{CT,m} \cup \delta I_{CT,m} } \right\} \) contains all the nodes lying in the support of a node of \(I_{CT} \).
This interpolation should be interpreted, for an element which is split by the interface (i.e. an element that does not contain a cracktip), as follows

Assuming the evaluation point (gauss point) is located on \(\Omega _{+} \),
$$\begin{aligned} \tilde{\Pi }^{m}(\underline{K}_\alpha )=\sum _{k\in \left\{ {I_{CT,m} \cup \delta I_{CT,m} } \right\} /I_T } {\underline{K}_\alpha (r_k ,\left {\theta _k } \right )\Gamma _{k,m}} \end{aligned}$$(55) 
Assuming the evaluation point (gauss point) is located on \(\Omega _{} \),
$$\begin{aligned} \tilde{\Pi }^{m}(\underline{K}_\alpha )=\sum _{k\in \left\{ {I_{CT,m} \cup \delta I_{CT,m} } \right\} /I_T } {\underline{K}_\alpha (r_k ,\left {\theta _k } \right )\Gamma _{k,m}} \end{aligned}$$(56)
The new “bubble” approximation space, based on the new interpolation operator, is:
where \(\varPhi _i \) are the shape functions corresponding to the order of the elements, i.e. \(\quad p=2\) in this section and n refers to the order of the shape functions \(\Gamma _{i,n} \) used for the vectorial enrichment discretization.
Remark

Let us stress on the fact that the ghost node interpolation does not introduce additional nodes. The two branches of discontinuous functions are interpolated over the element through extrapolation of branches (Fig. 31);

The difference between the original SGFEM and the “new” bubble space \(V_{bub,m,n}^h\) lies in the behavior of the interpolation in the bandwidth of elements where the enrichment function becomes unsmooth or discontinuous. The original SGFEM uses the same interpolation operator whether the enrichment function is smooth or discontinuous. The new “bubble” space replaces the enrichment function with smooth continuous extensions in the bandwidth of elements where the enrichment function becomes discontinuous. Thanks to the ghost node interpolation, both smooth extensions are interpolated without additional node (Fig. 31).
Comparison with previous approximations
The mode I problem of “Numerical behavior of singular approximations at the crack tip” section is considered here, with a similar enrichment radius of \(r=0.1\). In this section, we focus on the convergence analysis carried out with quadratic elements.
On Fig. 32, the “bubble” enrichment has a better condition number than the linear vectorial enrichment. On Fig. 33, all enrichment strategies have optimal convergence rates in energy norm. The bubble transformation of the singular function preserves the optimality of the vectorial formulation.
Nonetheless, bubble spaces \(V_{bub, m\,=\,2, n\,=\,1}^h \) and \(V_{bub,\,m\,=\,2,\,n\,=\,2}^h \) are about five times more accurate than the bubble space \(V_{bub,\,m\,=\,1,\,n\,=\,1}^h \). The bubble space \(V_{bub,\,m\,=\,1,\,n\,=\,1}^h \) has the same accuracy than XFEM vectorial enrichment. Clearly, the bubble spaces with quadratic interpolation of the singular function outperform XFEM and the linear bubble space. As a matter of fact, among the bubble spaces with quadratic interpolation of singular function denoted \(V_{bub,\,m\,=\,2,\,n\,=\,1}^h \) and \(V_{bub,\,m\,=\,2,n\,=\,2}^h \), we recommend to choose n = 1 (linear enrichment for the singular part) but m = 2 (quadratic interpolation of the singular function) to have the best accuracy and lowest condition number with an order with respect to mesh refinement around 3.25 for an optimal expected value of 2 [31, 32, 38] (see Fig. 32).
Remark

\(V_{bub,\,m\,=\,1,\,n\,=\,2}^h \) is not very interesting because it has a poor numerical behavior. The shift with a lower order of interpolation has not been considered even in the original method [25].

The good results detailed in this section with quadratic elements, are confirmed with linear elements. In this case the condition number for the bubble space \(V_{bub,\,m\,=\,1,\,n\,=\,1}^h\) evolves with an order with respect to mesh refinement around 2 which corresponds to the optimal expected value (see Fig. 34 related to Figs. 21, 22 and Fig. 35 related to Figs. 25, 26 of “Numerical analysis of crack approximations with linear elements: crack opening in mode 1” section). In addition, an accuracy study of stress intensity factors is also shown with convergence orders with respect to mesh refinement close to the theoretical value of 2 (Fig. 36).
Extension to weak discontinuities
Similarly to the analyses performed for strong discontinuities and singular enrichment, this section will describe several enrichments for weak discontinuities found in the literature. Those are used in case of bimaterials. We will show that getting a result with correct accuracy does not depend only on conditioning issues but also on the quality of the approximation space chosen to represent continuous fields with discontinuous gradients. These two separate issues are often mixed in the literature as it will be shown later in this section.
Enrichment functions for weak discontinuities
The general enrichment in case of weak discontinuity takes the following form:
with the same notations than in “Strong discontinuity representation” section. The first sum in the right hand part of the previous equation corresponds to the standard finite element approximation while the second one stands for the enriched term.
Different choices are present in the literature for the function \(F\left( \mathbf x \right) \) and the ones in [14, 27, 28] are possible (Table 3). Some of them are related: as a matter of fact, the choice by [28] is a shifted version [26] of [14] and [27] is a bubble transformation of [14].
We analyze in the following the influence of these choices on the overall behavior of the solution with respect to the satisfaction of simple patch tests convergence and accuracy properties.
Remark
Sukumar’s and Belytschko’s enrichment functions yield almost the same approximation space. It can be shown straightforwardly through a change of variables as in “Strong discontinuity approximation conditioning” section. Let \(a_j \) and \(b_j \) be the classical and enriched degrees of freedom for Belytchko’s enrichment and \({a}'_j \) and \({b}'_j \) refer to the classical and enriched degrees of freedom for Sukumar’s enrichment. We have for \(j\in I_H \)
Thus, in the next sections both approximations may display similar numerical properties.
Note also that the zero of the level set term \(\sum \limits _{i\in I_H } {lsn_i \varPhi _i \left( \mathbf x \right) } \) which appears in [14, 27, 28] represents a discretization of the interface. In the following we took the same orders of interpolation for the functions F(x) and the level sets, which seemed to be quite natural.
Numerical analysis of weakly discontinuous approximation
In order to see if conditioning issues are also relevant for weak discontinuities we performed a numerical analysis similar to the one of “Numerical behavior of strongly discontinuous approximations” section, relying on a one dimensional bimaterial problem. We will show that even if these conditioning issues can be prevented by a change of formulation, convergence issues can still be observed, due to the fact that simple patch tests cannot be represented correctly for linear or quadratic elements.
Analytical solution for the one dimensional bimaterial problem
To capture piecewise linear displacements as in “Numerical analysis of strongly discontinuous approximations with linear elements” section, we simulate a onedimensional bimaterial problem of length L in a two dimensional domain since our numerical software is 2D and 3D and as was done in [14]. To ease calculations, we reduce it to the onedimensional bimaterial problem.

For the one dimensional bimaterial bar, the solution verifies the following differential equation
$$\begin{aligned} \frac{d^{2}u}{dx^{2}}= & {} \hbox {0},\quad \forall x\in \Omega =\left[ {{0}, x_0 } [\cup ] {x_0 ,\hbox {L}} \right] ,\hbox { so that},\\ u(x)= & {} \left\{ {\begin{array}{ll} \alpha ^{}x+\beta ,&{}\quad if\,\, x\le x_{\mathrm{0}} \\ \alpha ^{+}x+\beta ',&{}\quad if\,\, x\ge x_{\mathrm{0}} \\ \end{array}} \right\} , \hbox {where } x_{\mathrm{0}}\hbox { is the location of the interface}, \end{aligned}$$ 
With arbitrary Dirichlet boundary conditions we choose to impose on the central element nodes for the sake of simplicity,
$$\begin{aligned} u(0)=0,\quad u({L})={\overline{u}} \end{aligned}$$ 
Material properties are given by:
$$\begin{aligned} E_i (x)=\left\{ {\begin{array}{ll} E_1 ,&{}\quad if\,\, x\le x_{\mathrm{0}} \\ E_2 ,&{}\quad if\,\, x\ge x_{\mathrm{0}} \\ \end{array}} \right\} , \hbox {where }x_{\mathrm{0}} \hbox { is the location of the interface}, \end{aligned}$$ 
Assuming small strains, the expected solution satisfying the boundary conditions above is:
$$\begin{aligned} u(x)=\left\{ {\begin{array}{l@{\quad }l} \frac{E_2 {\overline{u}} }{E_1 L+(E_2 E_1 )x_{\mathrm{0}} }x,&{} \hbox {if}\,x\le x_{\mathrm{0}} \quad \hbox {so that}\;\alpha ^{}=\frac{E_2 {\overline{u}} }{E_1 L+(E_2 E_1 )x_{\mathrm{0}} } \\ \frac{E_1 x+(E_2 E_1 )x_{\mathrm{0}} }{E_1 L+(E_2 E_1 )x_{\mathrm{0}} }{\overline{u}} ,&{} \hbox {if}\,x\ge x_{\mathrm{0}} \quad \hbox {so that}\;\alpha ^{+}=\frac{E_1 {\overline{u}} }{E_1 L+(E_2 E_1 )x_{\mathrm{0}} } \\ \end{array}}\right. \end{aligned}$$(60)
Numerical analysis of weakly discontinuous approximations with linear elements
In the numerical analysis of “Numerical analysis of weakly discontinuous approximations with linear elements” section, to ease the calculations, we consider \(\Omega =\left[ {\,1,2} \right] \) with the following Dirichlet boundary conditions \(u\left( {\hbox {\,1}} \right) =\hbox {0,}\; u\left( 2 \right) =\bar{{u}}\) so that \(L = 3\) m. The interface is \(\Gamma =\left\{ {x_0 } \right\} \).
The weak form of the problem becomes:
Find:
The XFEM discrete linear space is:
Then, the \(6\,\times \,6\) matrix associated with the discretization of the weak form on the XFEM space of linear function with Sukumar et al. formulation [14] is:
With the formulation of Belytschko et al. [28] it becomes:
where: \(\left\{ {{\begin{array}{l} {{u_1 \left( \varepsilon \right) =\varepsilon \left[ {\varepsilon \left( { 4 \varepsilon  6 } \right) + 3 } \right] \quad v_1 \left( \varepsilon \right) =\varepsilon \left[ {\varepsilon \left( { 4 \varepsilon  6 } \right) + 3 } \right] }} \\ {{u_2 \left( \varepsilon \right) =\left[ {2\varepsilon ^{3}+ 3 \varepsilon \hbox {1}} \right] \quad v_2 \left( \varepsilon \right) =\varepsilon \left[ {\varepsilon \left( { 2 \varepsilon  6 } \right) + 3 } \right] }} \\ \end{array} }} \right. \)
Finally, with Moës et al. formulation [27], the discrete matrix is:
where:
For all cases, we have taken \(\varepsilon =1x_{\mathrm{0}}\), where \(x_{\mathrm{0}} \) denotes the interface position.
On considering the \(4\,\times \,4\) submatrix that is free from boundary conditions, the diagonal preconditioner can easily scale the formulation of Moës et al. [27] as entire rows (symmetrically columns) vanishes when \(\varepsilon = 0 \) or \(\varepsilon = 1\) (see Fig. 37). For the enrichments of Sukumar et al. [14] and Belytschko et al. [28], no conditioning issues can be observed, in case of linear approximation. However, we will see in the next paragraph that these latest two formulations are far from optimal with respect to convergence issues, being unable to represent simple patch tests.
Ability of the enrichment to catch piecewise linear and quadratic solution
First of all, we would like to test that the proposed enrichments (see Table 4) are able to capture piecewise linear and quadratic solutions, so that the enrichment function for the material interface problem preserves the equivalence between the FEM and XFEM discretized spaces. For that purpose, we will consider the previous problem of the onedimensional bimaterial bar for the linear case [14]. Then to capture piecewise quadratic displacements we adapt the bimaterial volumic load test of [27] using a constant volumic load, instead of a quadratic one.
To simplify the calculations, the bar is subdivided into three elements (see Fig. 8) of equal length L, in order to have cut and uncut elements. The central element which carries the interface is such that \(0\le \hbox {x}\le {L}\). Dirichlet boundary conditions are applied on this central element such that \(u(0)=\hbox {0}, u\left( \hbox {L} \right) ={\overline{u}} \). The linear shape functions we use in the central element are of the form \(\Phi _1 =1\frac{x}{L}, \Phi _2 =\frac{x}{L}\), while the quadratic ones are taken as:
Unknowns that we search to recover the linear and quadratic patch test solutions are the degrees of freedom \({a}_{1}, {a}_{2}, {b}_{1}, {b}_{2}\) and \({a}_{1}, {a}_{2}, {a}_{3}, {b}_{1}, {b}_{2}, {b}_{3}\), in (58) respectively.
For Sukumar and Belytschko formulations, the XFEM blending elements which are adjacent to those completely cut by the interface have a quadratic interpolation [even with linear elements, due to the interpolation (58) and the expression of F(x) in Table 4] or cubic interpolation [with quadratic elements and the expressions (58) and F(x)] with just one active \({b}_{i}\) degree of freedom (see Fig. 8, for the left and right blending elements). Since the patch test is linear, these degrees of freedom must be equal to zero which cancels out all discontinuity. Hence linear patch tests cannot be satisfied and are just approximated by these formulations, which will affect the energy norm as noticed by [14]. Note that Moës formulation with the same order of interpolation for F(x) and the shape functions \(\varPhi (x)\) is able to catch the linear patch test solution, and that Moës formulation with the linear interpolation of F(x) is also able to catch the solution for quadratic or linear shape functions. Table 5 gives a summary of the principal results obtained for the linear patch test. Table 6 represents the relative error in energy norm for this bimaterial bar under traction for different positions of the interface. One can see that the enrichments of Sukumar and Belytschko, even when quadratic (see Table 7), do not yield proper results due to the transition of F(x) in blending elements [26], while the problem is avoided with Moës enrichment.
Moreover, as we cannot recover the exact linear solution for this patch test, an order of convergence of 0.5 in energy norm with respect to mesh refinement is obtained for Sukumar and Belytschko enrichments (Fig. 38), which is consistent with the previous work of Moës et al. [44] extended to XFEM with an enrichment that does not allow to catch the discontinuity.
Analytical solution for the volumic load problem
Consider a plate of side L with two materials \({E}_{1}\) and \({E}_{2}\) with \(\nu _{\mathrm{1}} =\nu _{\mathrm{2}} = 0 \), the interface being localized at \({x}={x}_{0}\) in the plate, as in Fig. 39. Plain strain conditions are assumed. The plate is embedded on the left side and a variable volumic force is imposed on the plate along the \(\vec {x}\) direction, given by \(\left\ \vec {f} \right\ =f\). The case is computed in two dimensions since our numerical software works only in two and three dimensions, using a similar approach to the one in [14].
The exact displacements in the two materials are given by:
No linear element with linear F(x) is able to capture this quadratic solution directly. For Sukumar and Belytschko formulations with quadratic elements, the xfem blending elements which are adjacent to those completely cut by the interface give a cubic interpolation (linear F(x)) or order four interpolation (quadratic F(x)) with just one \(\hbox {b}_{i}\) degree of freedom (see Fig. 8, for the left and right elements). Since the patch test is quadratic, these degrees of freedom must be equal to zero which cancels out all discontinuity. Hence quadratic patch tests cannot be satisfied and are just approximated by these formulations, which will affect the energy norm as noticed by [14]. Note that Moës formulation with quadratic shape functions \(\varPhi (x)\) and linear F(x) is able to catch the quadratic patch test solution, and that Moës formulation with quadratic shape functions \(\varPhi (x)\) and quadratic F(x) is not able to catch it. Table 7 gives a summary of the principal results obtained for the quadratic patch test.
Figure 40 shows the convergence rates on the relative error in terms of the energy norm with respect to mesh refinement for the quadratic patch test, using linear shape functions \(\varPhi (x)\) and linear F(x) and quadratic shape functions \(\varPhi (x)\) and quadratic F(x). Using linear elements we obtain the optimal convergence rates of 1. Using quadratic elements we obtain 1.5. In this later case, a convergence rate of 2 would be expected since the analytical solution does not lie in the finite element space (cf. Table 8). We will not prove formally that the obtained convergence rates are in fact the expected ones, nevertheless we can give some arguments that those rates are indeed the expected ones.
In the quadratic patch test case, the first and second derivatives of the analytical solution are discontinuous. The finite element space with enrichment we use with quadratic F(x) and quadratic shape functions \(\varPhi (x)\) does not allow to capture this solution. However it allows to capture the linear patch test solution with a discontinuous first derivative. We can deduce from this analysis that its rate of convergence on energy will be greater than 1 but lower than 2. Then the loss of 0.5 in convergence rate observed numerically for quadratic elements, with a value of 1.5 observed numerically instead of an expected 2, is coherent with the analysis for linear elements (0.5 instead of 1 when elements do not catch the discontinuity on the first derivative) performed by Moës et al. [44].
From this analysis, we recommend to use Moës formulation with quadratic elements and linear F(x).
Convergence analysis for weak discontinuities
In this paragraph we will investigate the convergence of our XFEM formulations dedicated to weak discontinuities when the solution is not in the approximation space.
Volumic load problem with straight interface
The test we propose in the following was already investigated by Moës et al. [18]. Let us consider again the squared plate of Fig. 39 with side \(L=\hbox {2 m}\) separated in its middle by two materials \(E_{\mathrm{1}} = 1\) MPa and \(E_{\mathrm{2}} = 10\) MPa and with \(\nu _{\mathrm{1}} =\nu _{\mathrm{2}} = 0 \). This time the variable volumic force is \(\left\ \vec {f} \right\ =f\left( {\frac{x}{L}} \right) ^{\mathrm {2}}\) imposed on the plate along the \(\vec {x}\) direction.
The exact displacements in the two materials are:
We considered an unstructured mesh with 5, 10, 20 and 40 triangular elements on each side. Figure 41 shows the convergence rates on the relative error in terms of the energy norm with respect to mesh refinement for the volumic load problem, using linear shape functions \(\varPhi (x)\) and linear F(x), quadratic shape functions \(\varPhi (x)\) and linear F(x) and quadratic shape functions \(\varPhi (x)\) and quadratic F(x). Using linear elements or quadratic elements and linear enrichment function we obtain the optimal convergence rates. Using quadratic elements and quadratic enrichment function we obtain 1.5. Note that the second derivative of the analytical displacement is discontinuous in this case too.
Circular inclusion with imposed displacement
To investigate the behavior of weak discontinuity enrichments in presence of curved interfaces, Moës et al. [18] suggested the following test case. A circular inclusion \(\Omega _{1}\) of radius \(a= 0.4\) m is placed in the center of a material \(\Omega _{2}\). A linear displacement is imposed on the boundary \(\Gamma _{2}\) (\(r = b =\) 2 m). The same material parameters are chosen: \({E}_{1} = 1\hbox { MPa}, \nu _{\mathrm{1}} =\hbox {0.25}\) and \({E}_{2} = 10\) MPa, \(\nu _{\mathrm{2}} = 0.3\). This problem has an analytical solution provided in [18]. The analytical displacement reads:
with:
The domain of computation is a square \(\Omega _{2}\) of side L = 2 m. We considered an unstructured mesh with 5, 10, 20, 40, 80 and 160 triangular elements by side. Figure 42 shows the convergence rates on the relative error in terms of the energy norm with respect to mesh refinement for circular inclusion, using linear shape functions \(\varPhi (x)\) and linear F(x), quadratic shape functions \(\varPhi (x)\) and linear F(x) and quadratic shape functions \(\varPhi (x)\) and quadratic F(x). Using linear elements we obtain the optimal convergence rate. Using quadratic elements we obtain 1.5. In the case of quadratic F(x), this behavior arises from the discontinuity of the second derivative of the analytical displacement. The case of linear F(x) is slightly different, due to its link with the geometrical approximation of the level sets and more particularly of the interface established at the end of “Enrichment functions for weak discontinuities” section. Ferté et al. [45, 46] showed for strong discontinuities that the approximation of the level set impacts the expected theoretical convergence rates, in the case of quadratic elements: 2 is expected if a quadratic approximation of the level set is used (equivalently quadratic F(x)), while 1.5 is expected if a linear representation of the level set is used (equivalently linear F(x)). To illustrate this behavior, we also considered two models based on the enrichment designed for strong discontinuities, using Lagrange multipliers to enforce the continuity of the displacement through the interface: one with quadratic shape functions and a linear approximation of the level set and one with quadratic shape functions and a quadratic approximation of the level set. The convergence rates obtained for these two models are also shown on Fig. 42.
Finally for weak discontinuities, optimal rates of convergence in energy norm are difficult to obtain for quadratic elements. If linear approximations of the level sets (equivalently linear F(x)) are used associated to a quadratic approximation of the enrichment, convergence rates are limited due to errors on the geometry. If quadratic approximations of the level sets (equivalently quadratic F(x)) are used associated to a quadratic approximation of the enrichment, convergence rates are limited due to errors on the approximation spaces. It appears that both convergence rates end up being the same, with a loss of 0.5 in energy norm with respect to optimal orders of convergence of 2. Optimal orders of convergence are recovered when using a strong discontinuity approximation space with lagrangian multipliers to represent weak discontinuities.
Conclusion
This paper outlines numerical issues around popular approximation spaces to model weak discontinuities or strong discontinuities and cracks, particularly with quadratic elements. We analyzed those issues on a few benchmarks. Those benchmarks revealed that popular enrichment strategies do not behave well with asymptotic configurations (when the discontinuity gets close to a node of the mesh, typically for a distance below 10% of the length of the cut edge) for strongly discontinuous enrichments and that the singular enrichment could be improved with respect to conditioning and accuracy.
Instead of working on complex and expensive strategies to solve those issues for strongly discontinuous enrichments, we preferred to apply a slight reshape of the approximation spaces, as it is in our sense, the most effective approach to deal with those issues for industrial applications. In fact, the new approximation spaces get through the proposed benchmarks, with significant improvement of the numerical behavior and accuracy of the formulations studied.
Nonetheless, more theoretical work is needed to understand why very unsmooth “bubble” functions tend to give better results than “straightforward” singular functions. At least, our results confirmed the numerical properties of “bubble” spaces denoted in the literature [25, 31, 32]. Moreover, the integration procedure needs to be improved, particularly in 3D with quadratic elements, to further the analysis on complex crack surface and crack front geometries.
At last, in case of weakly discontinuous enrichments, it was shown that most approximation spaces of the literature did not exhibit conditioning issues. However, for quadratic elements, orders of convergence in energy norm were 0.5 lower than those obtained with an equivalent strongly discontinuous enrichment, so that we recommend using the latest approach even in the case of weak discontinuities, associated to the strategy exposed in the present work to avoid conditioning issues.
References
 1.
Rots JG, Nauta P, Kusters GMA, Blaauwendraad J. Smeared crack approach and fracture localization in concrete. Heron. 1985;30(1):1–48.
 2.
Oliver J. A consistent characteristic length for smeared cracking models. Int J Num Methods Eng. 1989;28(2):461–74.
 3.
Ortiz M, Leroy Y, Needleman A. A finite element method for localized failure analysis. Comput Methods Appl Mech Eng. 1987;61(2):189–214.
 4.
Dvorkin EN, Cuitiño AM, Gioia G. Finite elements with displacement interpolated embedded localization lines insensitive to mesh size and distortions. Int J Num Methods Eng. 1990;30:541–64.
 5.
Xu XP, Needleman A. Numerical simulations of fast crack growth in brittle solids. J Mech Phys Solids. 1994;42:1397–434.
 6.
Ortiz M, Pandolfi A. Finitedeformation irreversible cohesive elements for threedimensional crackpropagation analysis. Int J Num Methods Eng. 1999;44:1267–82.
 7.
Moës N, Dolbow J, Belytschko T. A finite element method for crack growth without remeshing. Int J Num Methods Eng. 1999;46:135–50.
 8.
Duarte CA, Babuška I, Oden JT. Generalized finite element methods for three dimensional structural mechanics problems. Comput Struct. 2000;77:215–32.
 9.
Melenk JM, Babuška I. The partition of unity finite element method: basic theory and applications. Comput Methods Appl Mech Eng. 1996;139:289–314.
 10.
Westergaard HMW. Bearing pressures and cracks. J Appl Mech. 1939;6:A49–53.
 11.
Williams ML. On the stress distribution at the base of a stationary crack. ASME J Appl Mech. 1956;24:109–14.
 12.
Legrain G, Moës N, Verron E. Stress analysis around crack tips in finite strain problems using the extended finite element method. Int J Num Methods Eng. 2005;63(2):290–314.
 13.
Elguedj T, Gravouil A, Comberscure A. Appropriate extended functions for XFEM simulation of plastic fracture mechanics. Comput Methods Appl Mech Eng. 2006;195:501–15.
 14.
Sukumar N, Chopp DL, Moes N, Belytschko T. Modeling holes and inclusions by level sets in the extended finite element method. Comput Methods Appl Mech Eng. 2001;190:6183–200.
 15.
Gravouil A, Moës N, Belytschko T. Nonplanar 3D crack growth by the extended finite element and level sets—part II: level set update. Int J Num Methods Eng. 2002;53:2569–86.
 16.
Duarte CA, Hamzeh ON, Liszka TJ, Tworzydlo WW. Generalized finite element method for the simulation of three dimensional crack propagation. Comput Methods Appl Mech Eng. 2001;190:2227–62.
 17.
Laborde P, Pommier J, Renard Y, Salaün M. Highorder extended finite element method for cracked domains. Int J Num Methods Eng. 2005;64:354–81.
 18.
Dréau K, Chevaugeon N, Moës N. Studied XFEM enrichment to handle material interfaces with higher order finite element. Comput Methods Appl Mech Eng. 2010;199:1922–36.
 19.
Cheng KW, Fries TP. Higherorder XFEM for curved strong and weak discontinuities. Int J Num Methods Eng. 2010;82:564–90.
 20.
Duarte CA, Reno LG, Simone A. A highorder generalized FEM for throughthe thickness branched cracks. Int J Num Methods Eng. 2007;72(3):325–51.
 21.
Bechet E, Minnebo H, Moes N, Burgardt B. Improved implementation and robustness study of the XFEM method for stress analysis around cracks. Int J Num Methods Eng. 2005;64:1033–56.
 22.
Strouboulis T, Babuška I, Copps K. The design and analysis of Generalized Finite Element Method. Comput Methods Appl Mech Eng. 2000;181:43–69.
 23.
Daux C, Moës N, Dolbow J, Sukumar N, Belytschko T. Arbitrary branched and intersecting cracks with the extended finite element method. Int J Num Methods Eng. 2000;48:1741–60.
 24.
Siavelis M, Guiton MLE, Massin P, Moës N. Large sliding contact along branched discontinuities with XFEM. Comput Mech. 2013;52:201–19.
 25.
Guptaa V, Duarte CA, Babuška I, Banerjee U. A stable and optimally convergent generalized FEM (SGFEM) for linear elastic fracture mechanics. Comput Methods Appl Mech Eng. 2013;266:23–39.
 26.
Fries TP. A corrected XFEM approximation without problems in blending elements. Int J Num Methods Eng. 2008;75:503–32.
 27.
Moes N, Cloirec M, Cartraud P, Remacle JF. A computational approach to handle complex microstructure geometries. Comput Methods Appl Mech Eng. 2003;192:3163–77.
 28.
Belytschko T, Black T, Moës N, Sukumar N, Usui S. Structured extended finite element methods of solids defined by implicit surfaces. Int J Num Methods Eng. 2003;56:609–35.
 29.
Nicaise S, Renard Y, Chahine E. Optimal convergence analysis for the extended finite element method. Int J Num Methods Eng. 2011;86:528–48.
 30.
Chevaugeon N, Moës N, Minnebo H. Improved crack tip enrichment functions and integration for crack modeling using the extended finite element method. J Multiscale Comput Eng. 2013;11:597–631.
 31.
Guptaa V, Duarte CA, Babuška I, Banerjee U. Stable GFEM (SGFEM), improved conditioning and accuracy of GFEM/XFEM for three dimensional fracture mechanics. Comput Methods Appl Mech Eng. 2015;289:355–86.
 32.
Babuška I, Banerjee U. Stable generalized finite element method (SGFEM). Comput Methods Appl Mech Eng. 2012;201–204:91–111.
 33.
Hansbo A, Hansbo P. A finite element method for the simulation of strong and weak discontinuities in solid mechanics. Comput Methods Appl Mech Eng. 2004;193:3523–40.
 34.
Ling D, Yang Q, Cox B. An augmented finite element method for modeling arbitrary discontinuities in composite materials. Int J Fract. 2009;156:53–73.
 35.
Simone A, Duarte CA, Van der Giessen E. A generalized finite element method for polycrystals with discontinuous grain boundaries. Int J Num Methods Eng. 2006;67:1122–45.
 36.
Belytschko T, Black T. Elastic crack growth with minimal remeshing. Int J Num Methods Eng. 1999;45:601–20.
 37.
Areias P, Belytschko T. Letter to editor. Comput Methods Appl Mech Eng. 2006;195:1275–6.
 38.
Du Q, Wang D, Zhu L. On mesh geometry and stiffness matrix conditioning for general finite element spaces. SIAM J Num Anal. 2009;47(2):1421–44.
 39.
Rathod HT, Hiremath SV. Boundary integration of polynomials over an arbitrary linear tetrahedron in Euclidean threedimensional space. Comput Methods Appl Mech Eng. 1998;153:81–106.
 40.
Mousavi SE, Sukumar N. Numerical integration of polynomials and discontinuous functions on irregular convex polygons and polyhedrons. Comput Mech. 2011;47:535–54.
 41.
Nistor I, Guiton MLE, Massin P, Moes N, Geniaut S. An XFEM approach for large sliding contact along discontinuities. Int J Num Methods Eng. 2009;78:1407–35.
 42.
Destuynder P, Djaoua M, Lescure S. Quelques remarques sur la mécanique de la rupture élastique. J de Mécanique Théorique Appliquée. 1983;2(1):113–35.
 43.
Destuynder P, Djaoua M. Sur une interprétation mathématique de l’intégrale de Rice en théorie de la rupture fragile. Math Methods Appl Sci. 1981;3:70–87.
 44.
Moës N, Oden JT, Zohdi TI. Investigation of the interactions between the numerical and the modeling errors in the homogenized Dirichlet projection method. Comput Methods Appl Mech Eng. 1998;159:79–101.
 45.
Ferté G, Massin P, Moës N. Convergence analysis of linear or quadratic XFEM for curved free boundaries. Comput Methods Appl Mech Eng. 2014;278:794–827.
 46.
Ferté G, Massin P, Moës N. Interface problems with linear or quadratic XFEM: design of a stable multiplier space and error analysis. Int J Num Methods Eng. 2014;100(11):834–70.
Author's contributions
MN conducted the numerical implementation of strong discontinuities approximations exposed in the paper. PM contributed to draft the manuscript and helped assessing the numerical properties of approximations spaces. NM helped strengthening the theoretical background and he provided numerous ideas to shape new approximations spaces. AM and SG participated in the study of weak discontinuities implementation and benchmarks. All authors read and approved the final manuscript.
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Ndeffo, M., Massin, P., Moës, N. et al. On the construction of approximation space to model discontinuities and cracks with linear and quadratic extended finite elements. Adv. Model. and Simul. in Eng. Sci. 4, 6 (2017) doi:10.1186/s4032301700903
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Keywords
 Fracture
 Quadratic elements
 Condition number
 XFEM
 GFEM
 SGFEM