Contour integral evaluation: three-dimensional case

This example illustrates contour integral evaluation in a fully three-dimensional crack configuration. The example provides validation of the method (for linear elastic response), because comparative results are available for this geometry.

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ProductsAbaqus/Standard

Abaqus provides values of the J-integral; stress intensity factor, KI; and T-stress as a function of position along a crack front in three-dimensional geometries. Several contours can be used; and, since the integral should be path independent, the scatter in the values obtained with different contours can be used as an indicator of the quality of the results. The domain integral method used to calculate the contour integral in Abaqus generally gives accurate results even with rather coarse models, as is shown in this case. Abaqus offers the evaluation of these parameters for fracture mechanics studies based on either the conventional finite element method or the extended finite element method (XFEM).

Problem description

Two geometries are analyzed in this example. In addition, both the conventional finite element method and the extended finite element method are used.

Semi-elliptic crack in a half-space

The first geometry analyzed is a semi-elliptic crack in a half-space and is shown in Figure 1. The crack is loaded in Mode I by far-field tension. When used with the conventional finite element method, because of symmetry, only one-quarter of the body needs to be analyzed. The mesh is shown in Figure 2. Reduced-integration elements (C3D20R) are used, with the midside nodes moved to the quarter-point position on those element edges that focus onto the crack tip nodes. This quarter-point method provides a strain singularity and, thus, improves the modeling of the strain field adjacent to the crack tip (see Contour integral evaluation: two-dimensional case for a discussion of this technique).

The normal to the crack front is used to specify the crack extension direction, as shown in Figure 3. The mesh extends out far enough to cause the boundary conditions on the far faces of the model to have negligible effect on the solution. Three rings of elements surrounding the crack tip are used to evaluate the contour integrals.

A model meshed with second-order tetrahedral elements (C3D10) is also created using the conventional finite element method. This model is shown in Figure 4 with a mesh that is unstructured (as is typical for tetrahedral meshes) and, therefore, is not focused about the crack front. This mesh does not have midside nodes adjacent to the crack front moved to the quarter-point position. A refined mesh around the crack front is required to obtain accurate results from contour integral evaluations in these conditions.

When used with the extended finite element method, the mesh is not required to match the cracked geometry. The presence of a crack is ensured by the special enriched functions in conjunction with additional degrees of freedom. This approach also removes the requirement to define the crack front explicitly or to specify the virtual crack extension direction when evaluating the contour integral. The data required for the contour integral are determined automatically based on the level set signed distance functions at the nodes in an element. The mesh with first-order brick elements (C3D8) for the first geometry is shown in Figure 5; and the crack front, which is represented by the level set contour plot of output variable PSILSM, is shown in Figure 6.

Semi-elliptic crack in a rectangular plate

The second geometry analyzed is a semi-elliptic crack in a rectangular plate, as shown in Figure 7. The plate is subjected to uniform tension. Due to symmetry only one-quarter of the body needs to be analyzed when used with the conventional finite element method. The dimensions of the plate relative to the plate thickness, t, are as follows: the half-height H / t = ​ 16; the half-width W / t = ​ 8; the midplane crack depth a / t = ​ 0.6; and the surface crack half-length c / t = ​ 2.5, which results in a surface crack aspect ratio of a / c = ​ 0.24.

The mesh for the plate using the conventional finite element method is shown in Figure 8, with its profile on the crack plane for brick elements and tetrahedral elements shown in Figure 9 and Figure 10, respectively. A more refined mesh is required around the crack front when using tetrahedral elements. The model uses C3D8 and C3D10 elements for the conventional finite element method and both C3D8 and C3D4 elements for the extended finite element method.

Results and discussion

The results are presented for each of the geometries.

Semi-elliptic crack in a half-space

The J-integral values computed by Abaqus using the conventional finite element method for the first geometry are given in Table 1 as functions of angular position ϕ along the crack front, where ϕ is defined by x/c=cos⁡ϕ, z/a=-sin⁡ϕ. The values show a rather smooth variation along the crack front and are reasonably path independent; that is, the values provided by the three contours are almost the same. There is some loss of path independence and, hence, presumably, of accuracy as the crack approaches the free surface (at ϕ=​0). This accuracy loss is assumed to be attributable to the coarse and rather distorted mesh in that region.

The stress intensity factors KI obtained using the conventional finite element method along the crack line are compared in Table 2 and in Figure 11 with those obtained by Newman and Raju (1979), who used a nodal force method to compute KI from a finite element model that had 3078 degrees of freedom. The J-integral values calculated by Abaqus are converted to KI using

J=1-ν2E⁢KI2,

where ν is the Poisson's ratio and E is the Young's modulus. The fourth column of Table 2 presents the stress intensity factors, KI, that are calculated directly by Abaqus using the conventional finite element method. For comparison, the stress intensity factors KI obtained using the extended finite element method are also included in Figure 11. The comparisons show good agreement with the results published by Newman and Raju (1979).

Semi-elliptic crack in a rectangular plate

The stress intensity factor values, K I , computed by Abaqus based on the conventional finite element method for the second geometry are compared with the K I results calculated by Nakamura and Parks (1991) in Figure 12, and the agreement between them is excellent. The difference is less than 4% when comparing the results obtained with brick elements with those obtained with second-order tetrahedral elements using the conventional finite element method. The results obtained using the extended finite element method with linear brick or linear tetrahedral elements are also included in Figure 12 for comparison.

Figure 13 presents the T-stresses calculated by Abaqus and those obtained by Nakamura and Parks (1991) and Wang and Parks (1992). Comparison shows good agreement between them, especially near the middle of the crack line.

Input files

jintegral3d.inp

First model with brick elements using the conventional finite element method.

jintegral3d_node.inp

Nodal coordinates for the first model. These have been generated by a special-purpose program.

jintegral3d_line_c3d10_half.inp

First model with second-order tetrahedral elements using the conventional finite element method.

contourintegral_ellip_xfem_c3d8.inp

First model using the extended finite element method.

jktintegral3d.inp

Second model with brick elements using the conventional finite element method.

jktintegral3d_node.inp

Node definitions for jktintegral3d.inp.

jktintegral3d_element.inp

Element definitions for jktintegral3d.inp.

jktintegral3d_line_c3d10_half.inp

Second model with second-order tetrahedral elements using the conventional finite element method.

contourintegral_ellip_plate_xfem_c3d8.inp

Second model with linear brick elements using the extended finite element method.

contourintegral_ellip_plate_xfem_c3d4.inp

Second model with linear tetrahedral elements using the extended finite element method.

References

  1. Nakamura,  T.,  and D. M. Parks, “Determination of Elastic T-Stress along Three-Dimensional Crack Fronts Using an Interaction Integral,” International Journal of Solids and Structures, vol. 28, pp. 1597–1611, 1991.
  2. Newman,  J. C.,  and I. S. Raju, “Stress-Intensity Factors for a Wide Range of Semi-Elliptical Surface Cracks in Finite Thickness Plates,” Engineering Fracture Mechanics, vol. 11, pp. 817–829, 1979.
  3. Wang,  Y-Y.,  and D. M. Parks, “Evaluation of the Elastic T-Stress in Surface-Cracked Plate Using the Line-Spring Method,” International Journal of Fracture, vol. 56, pp. 25–40, 1992.

Tables

Table 1. J-integral estimates for semi-elliptic crack using the conventional method with brick elements (× 10−3 N/mm (top); × 10−3 lb/in (bottom)).
Crack Front Location, ϕ (deg) Contour Average Value
1 2 3
0.00 0.8081 0.8232 0.8222 0.8178
4.6099 4.6964 4.6907 4.6656
11.25 0.7817 0.7818 0.7840 0.7825
4.4597 4.4599 4.4727 4.4641
22.50 0.8703 0.8814 0.8834 0.8783
4.9647 5.028 5.0397 5.0108
33.75 1.0300 1.0458 1.0485 1.0415
5.8761 5.9662 5.9817 5.9413
45.00 1.2236 1.2229 1.2261 1.2242
6.9801 6.9762 6.9947 6.9836
56.25 1.3808 1.3800 1.3836 1.3815
7.8771 7.8725 7.8933 7.8809
67.50 1.4488 1.4723 1.4762 1.4658
8.2649 8.3991 8.4213 8.3617
78.75 1.5746 1.5745 1.5786 1.5759
8.9827 8.9818 9.0053 8.8989
90.00 1.5572 1.5783 1.5825 1.5727
8.8832 9. 9.0275 8.9715
Table 2. Comparison of computed Mode I stress intensity factors using the conventional method with brick elements (N/mm2–mm1/2 (top); lb/in2–in1/2 (bottom)).
Crack Front Location, ϕ (deg) Newman and Raju Average Value with Conventional Method (calculated from J-integral) Average Value with Conventional Method (calculated directly by Abaqus)
0.00 12.99 13.64 13.23
373.60 392.19 380.47
11.25 13.23 13.34 13.48
380.50 383.62 387.66
22.50 14.26 14.13 14.06
410.20 406.43 404.52
33.75 15.63 15.39 15.31
449.60 442.56 440.37
45.00 16.90 16.68 16.91
486.20 479.82 486.35
56.25 17.92 17.72 17.96
515.40 509.71 516.65
67.50 18.68 18.26 18.16
537.30 525.03 522.23
78.75 19.12 18.93 18.79
554.40 544.40 540.48
90.00 19.27 18.93 18.79
554.40 543.84 546.17

Figures

Figure 1. Semi-elliptic surface crack in a half-space.

Figure 2. Mesh for semi-elliptic surface crack problem with brick elements using the conventional finite element method.

Figure 3. Normal to the crack front is used to define the crack extension direction.

Figure 4. Mesh for semi-elliptic surface crack problem with tetrahedral elements using the conventional finite element method.

Figure 5. Mesh for semi-elliptic surface crack problem using the extended finite element method.

Figure 6. Crack front for the semi-elliptic surface crack problem using the extended finite element method.

Figure 7. Semi-elliptic surface crack in a rectangular plate.

Figure 8. Mesh for semi-elliptic surface crack in a rectangular plate using the conventional finite element method.

Figure 9. Mesh profile on the crack surface of brick elements using the conventional finite element method.

Figure 10. Mesh profile on the crack surface of tetrahedral elements using the conventional finite element method.

Figure 11. Stress intensity factors computed for a semi-elliptic crack.

Figure 12. Stress intensity factors computed for a semi-elliptic crack in a rectangular plate.

Figure 13. T-stresses computed for a semi-elliptic crack in a rectangular plate.