# Three-Dimensional In Situ XCT Characterisation and FE Modelling of Cracking in Concrete

Authors: Wenyuan Ren; Zhenjun Yang; Rajneesh Sharma; Samuel A. McDonald; Paul M. Mummery
Journal: Complexity
 (2018)

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## Abstract

Three-dimensional (3D) characterisation and modelling of cracking in concrete have been always of great importance and interest in civil engineering. In this study, an in situ microscale X-ray computed tomography (XCT) test was carried out to characterise the 3D microscale structure and cracking behaviour under progressive uniaxial compressive loading. The 3D cracking and fracture behaviour including internal crack opening, closing, and bridging were observed through both 2D tomography slices and 3D CT images. Spatial distributions of voids and cracks were obtained to understand the overall cracking process within the specimen. Furthermore, the XCT images of the original configuration of the specimen were processed and used to build microscale realistic 3D finite element (FE) models. Cohesive interface elements were inserted into the FE mesh to capture complicated discrete crack initiation and propagation. An FE simulation of uniaxial compression was conducted and validated by the in situ XCT compression test results, followed by a tension simulation using the same image-based model to investigate the cracking behaviour. The quantitative agreement between the FE simulation and experiment demonstrates that it is a very promising and effective technique to investigate the internal damage and fracture behaviour in multiphasic composites by combining the in situ micro XCT experiment and image-based FE modelling.


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## Body

## 1. Introduction

Multiscale experiments and modelling of quasi-brittle multiphase materials, such as concrete, bones, and various composite materials, have received increasing interests in order to gain a better understanding of their failure mechanisms [1]. Among a variety of influence factors, the material microstructure and the characterisation of complex damage evolution in the microscale are fundamentally important. An improved understanding of 3D cracking in concrete can be achieved by multiscale experiments and numerical modelling based on realistic microstructures, for the development of materials with higher strength, durability, and fracture resistance.Conventional mechanical tests have been extensively used in previous studies, but these tests can only obtain overall material properties and limited information about cracking inside the specimens. Recent advances in imaging techniques, especially the 3D micro X-ray computed tomography (XCT) technique, have made it possible to characterise microstructures for various composite materials with high resolution but without destruction of the materials. For example, it has been applied to characterisation of steel fibres in self-compacting concrete [2], measurement of porosity and aggregate properties in porous concrete [3], shape and surface analyses of coarse aggregates in normal and lightweight concrete [4, 5], and evaluation of microarchitectures of limestone and trabecular bones [6]. In situ XCT tests, which scan 3D internal microstructures under progressive loading and environmental factors so that the structural damage and fracture evolution can be examined in relation to external factors, have also been rapidly developed and increasingly applied in different engineering fields [7–10].Computational simulations of concrete fracture have been an active research field since the 1960s [11]. Recently, microscale realistic image-based finite element (FE) models [1, 12, 13] have been proposed and received extensive attention. In comparison with numerical models using idealised microscale morphologies [14–16] or assumed stochastically random field properties [17], the image-based models faithfully reproduce the intrinsic heterogeneity of the material, such as shape, size, and distribution of inclusions and pores [18]. Moreover, the simulated results at different loading steps can be quantitatively validated by in situ experimental images (e.g., XCT) [9, 19].Cohesive crack model first developed by Hillerborg et al. [20] is becoming attractive, due to its ability of modelling macroscopic cracks with strong discontinuities, capability of realistically representing the fracture process, and the ease of implementation in general-purpose FE packages [1, 15]. Crack propagation is modelled by automatic opening, bridging, merging, and closing of the cohesive elements [17, 21].As an extension to the authors’ previous in situ XCT tests [19], this follow-up study used the simpler uniaxial compression loading condition rather than the Brazilian-like concentrated splitting, and the size of the concrete cube was halved to obtain imaging results of 3D microscale structure and cracking process with higher voxel resolution. Nonlinear FE simulations based on the realistic microstructure were then performed and validated by the in situ test results. Finally, the XCT image-based FE models were simulated under uniaxial tension to investigate complicated fracture process.


## 2. In Situ XCT Experiment

A 20 mm concrete cube was prepared with ordinary Portland cement and gravel aggregates of 5 mm average diameter. The mass mix ratio of cement, water, and aggregates was 1.0 : 0.6 : 4.0. The XCT machine used was the 225/320 kV Nikon XTEK custom bay, located at the Manchester X-ray Imaging Facility. The progressive loading was applied by a DEBEN mechanical testing rig [22, 23] with a load capacity of 25 kN, placed on the rotation stage of the CT machine. Figure 1(c) shows the specimen before loading with a corner defect produced during preparation. The Perspex tube of the DEBEN rig allows the transmission of the reaction force without blocking the X-ray at all rotation angles. The tungsten target and Perkin Elmer 2048 × 2048 pixel amorphous silicon flat panel detector were used. The detailed imaging parameters are shown in Table 1.Figure 1
The in situ XCT facility with DEBEN loading system and the sample before loading.
(a)
XCT instrument
(b)
DEBEN system
(c)
SampleTable 1
XCT imaging parameters.
Exposure time (s)
Voltage (kV)
Beam current (μA)
Projections
Rotation degree (°)
Voxel size (μm)
1.4
100
200
1500
360
16.5The initial scan was taken without any load (0 kN). The compressive load was then applied to 0.8 kN at a displacement rate of 0.05 mm/min, at which point the second scan was carried out. The force was then further increased to 2 kN at the same rate with the third scan. The fourth, fifth, and sixth scans were conducted at 3 kN, 5 kN, and 9.1 kN, respectively. Each scan took about half an hour.Firstly, the projection images collected by the detector were reconstructed using filtered back-projection technique. For each scan, a total of 1500 projections with 16.5μm pixel size were obtained. The artificial defects such as beam hardening and ring effects reduce the quality of scanned images and hence affect later segmentation results. They were minimised and further corrected by postprocessing using CT Pro (e.g., finding the true centre of rotation) and AVIZO [24] (e.g., using background and flat-field correction filters).


## 3. Experimental Results and Discussion

### 3.1. 2D Observations of Damage in the Specimen

After unloading, several surface cracks were evident. One corner of the specimen spalled off when the specimen was unloaded. Figure2 shows the images (in the XZ plane) for one vertical slice at four loads applied in the Z direction. Little difference was found between the two images at 2 kN and 3 kN. However, after measuring the width of the sample, it becomes clear that gradual horizontal expansion (in the X direction) occurred in the specimen. At 5 kN, multiple microcracks appeared inside the mortar, some initial microcracks propagated, and a microcrack even appeared in an aggregate. When the load reached 9.1 kN, many cracks propagated further and crack diversion could be seen around aggregates.Figure 2
Propagation of internal microcracks in a CT slice as the load increases.
(a)
(b)
(c)
(d)


### 3.2. 3D Crack Characterisation

As the voxels in CT images for voids and cracks were greatly different from those for aggregates and cement, the simple threshold-based segmentation method was used to identify each constituent phase. Figure3(a) shows the defects in the specimen before loading, including uneven edges, inner pores, and the missing corner. Figure 3(b) shows the propagated cracks and initiated cracks at 9.1 kN. As there were a very limited number of microcracks at 3 kN and 5 kN, the corresponding propagated cracks were excluded. At the max loading 9.1 kN, a large amount of new vertical (in the Z direction) cracks appeared, concentrated near the highly damaged corner.Figure 3
Segmented cracks and voids under (a) 0 kN and initiated cracks at (b) 9.1 kN.
(a)
0 kN
(b)
9.1 kNFigure4 shows the evolution of volume fraction of voids and cracks (the voids corresponding to the missing corner and the uneven edges are excluded). The total volume of voids and cracks decreased from 0 kN to 3 kN. This was attributed to the compaction of concrete. As the load increased from 3 kN to 5 kN, new cracks initiated and the existing cracks gradually propagated, reflected by the increase of the total volume of voids and cracks. At the peak load 9.1 kN, the major vertical cracks propagated (see Figure 3(b)), leading to significant dilation of the whole specimen. A similar trend was obtained for a 40 mm specimen, as reported in [19].Figure 4
Evolution of volume fraction of voids and cracks.


### 3.3. Subvolume Microcracking

A small subvolume (the block illustrated in Figure3(b)) was cropped from the damaged top corner of the specimen for more detailed examination. Figure 5 illustrates the localised cracking behaviour within this volume. Very small differences were found before 3 kN. At 5 kN, crack opening and closing occurred, mainly in the cement paste and on the aggregate-cement interfaces. When the load was increased to 9.1 kN, crack bridging occurred mostly near interfacial cracks. Some cracks were then connected, causing the major damage (see the red dashed line in Figure 5(c)).Figure 5
Localised cracking in a subvolume (XY slice).
(a)
3 kN
(b)
5 kN
(c)
9.1 kNFurthermore, the segmented 3D cracks in the subvolume under 5 kN and 9.1 kN loads are illustrated in Figure6. The cracking features such as crack opening and bridging in 2D slices shown in Figure 5 can be seen more clearly in 3D. It is also interesting to note that the cracks always initiated along interfaces between aggregate and cement or between aggregate particles (aggregates 1 and 2 in Figure 6). Finally, either crack bridging or diversion happened when they further propagated.Figure 6
3D crack surface and slice views under 5 kN and 9.1 kN.
(a)
(b)


### 3.4. Evolution of Void and Crack Content

Based on the segmented spatial distribution of voids and cracks, the calculated contents of voids and cracks at different loads were shown in Figure7, which were derived from multiple segmented horizontal slices made through specimen height (Z direction). For each distribution, only the central part with a height of 15 mm (from Z=2.8 mm to Z=17.8 mm) was plotted to avoid the uncertainty associated with uneven edges and the missing corner. The volume fraction of voids and cracks for each slice was calculated and then plotted along the height of the specimen. The plots clearly showed the inherent heterogeneity in terms of voids and cracks both before and during the compression. This heterogeneity strongly influenced the overall mechanical responses of concrete. From Figure 7, it is seen that the content of voids and cracks in the middle of the specimen was less than 2% and had several peaks. These peaks may represent one or more large inner pores, which were related to the segmented 3D voids (see middle part of Figure 3(a)). According to Yuan and Harrison [25] and Erdem et al. [26], such initial defects and heterogeneous microstructure would significantly intensify the transverse tensile strains during compression and stress concentration around the pores. Accordingly, they represent weak regions for failure, accelerate crack propagation, and lead to final failure of the concrete specimen [19].Figure 7
The content of voids and cracks along the specimen height direction throughout loading steps.
(a)
Under 0/0.8/2/3 kN
(b)
Under 3/5/9.1 kNRecalling the evolution of the content of voids and cracks during the compression (see Figure4), it is shown that the total volume of voids and cracks is firstly reduced with the load increasing from 0 kN to 0.8 kN (see Figure 7(a)). The content stayed similar when the load was 0.8 kN, 2 kN, and 3 kN. Then, the cracks were increased significantly, especially in the regions near large pores, see the differences of the curves between 3 kN and 5 kN as shown in Figure 7(b). And finally, the volume of voids and cracks reached its maximum value at 9.1 kN.


### 3.5. Mesoscale Structure Characterisation

For the convenience of image processing, the concrete cube was cropped into a 19.5 mm × 19.1 mm × 20.7 mm volume. Meanwhile, the voxel resolution of the XCT image was resampled from 16.5μm to 100 μm. The segmented aggregates, cement, voids, and the whole model at 0 kN are shown in Figure 8. The 108 aggregates are displayed in different colours for clarity.Figure 8
3D segmentation of the specimen before loading.
(a)
(b)
(c)
(d)The volume fractions of all the constituent phases in the segmented cube are listed in Table2, compared with the previous test data of a 40 mm cube. For the current 20 mm cube, the aggregate phase occupies the most space at 54.8% in volume, followed by the cement paste at 44.1%, and defects (excluding the missing corner) at 1.1%. Compared to the 40 mm-cube experiment, 4.8% and 5.9% variations were found for the aggregate and cement, respectively, which can be mainly attributed to two factors. Firstly, the present cube specimen was merely 1/8 of the original specimen, which may cause a different phase volume fraction. Secondly, the volume fraction of each phase can be somewhat dependent on the image processing and segmentation due to the variance of scanning parameters (e.g., around ±3% difference before and after segmentation was found for aggregates of 20 mm cube).Table 2
Volume fractions of each phase in segmented 40 mm and 20 mm cubes.
Experiment
40 mm cube test (%)
20 mm cube test (%)
Aggregate
49.6
54.8
Cement
49.3
44.1
Defects
1.1
1.1Figure9 shows the volume distribution of aggregates with statistical data summaries in Table 3. The majority of aggregate volumes (i.e., 81%, 84 out of 103) has the size between 1 and 60 mm3 with a mean value of 39 mm3. The mean length and width are 7.37 mm and 2.74 mm, respectively. The mean equivalent diameter of all the aggregates is 3.88 mm with a standard deviation of 1.24 mm, which is close to 5 mm diameter in the mix design. These data could be used for aggregate shape analysis [27–29].Figure 9
Volume distribution of aggregates.Table 3
Statistical analysis for aggregates in the cube.
Volume (mm3)
Equivalent diameter (mm)
Length (mm)
Width (mm)
Min
0.02
0.31
0.83
0.20
Max
112.11
5.98
12.25
5.91
Mean
39.09
3.88
7.37
2.74
Standard deviation
26.32
1.24
2.22
1.11There are 51 voids in total (excluding the missing corner). The volume distribution is shown in Figure10, and the statistical data are listed in Table 4. The mean volume is 0.96 mm3, only 1/40 of the aggregates, and the mean equivalent diameter is 0.72 mm. The calculated aggregate and void distribution datasets can be used for generating random concrete structures [15, 30].Figure 10
Volume distribution of voids.Table 4
Statistical analysis for voids in the concrete cube.
Volume (mm3)
Equivalent diameter (mm)
Length (mm)
Width (mm)
Min
0.001
0.12
0.11
0.11
Max
18.65
3.29
8.47
2.38
Mean
0.96
0.72
1.67
0.63
Standard deviation
2.84
0.62
1.80
0.57


## 3.1. 2D Observations of Damage in the Specimen

After unloading, several surface cracks were evident. One corner of the specimen spalled off when the specimen was unloaded. Figure2 shows the images (in the XZ plane) for one vertical slice at four loads applied in the Z direction. Little difference was found between the two images at 2 kN and 3 kN. However, after measuring the width of the sample, it becomes clear that gradual horizontal expansion (in the X direction) occurred in the specimen. At 5 kN, multiple microcracks appeared inside the mortar, some initial microcracks propagated, and a microcrack even appeared in an aggregate. When the load reached 9.1 kN, many cracks propagated further and crack diversion could be seen around aggregates.Figure 2
Propagation of internal microcracks in a CT slice as the load increases.
(a)
(b)
(c)
(d)


## 3.2. 3D Crack Characterisation

As the voxels in CT images for voids and cracks were greatly different from those for aggregates and cement, the simple threshold-based segmentation method was used to identify each constituent phase. Figure3(a) shows the defects in the specimen before loading, including uneven edges, inner pores, and the missing corner. Figure 3(b) shows the propagated cracks and initiated cracks at 9.1 kN. As there were a very limited number of microcracks at 3 kN and 5 kN, the corresponding propagated cracks were excluded. At the max loading 9.1 kN, a large amount of new vertical (in the Z direction) cracks appeared, concentrated near the highly damaged corner.Figure 3
Segmented cracks and voids under (a) 0 kN and initiated cracks at (b) 9.1 kN.
(a)
0 kN
(b)
9.1 kNFigure4 shows the evolution of volume fraction of voids and cracks (the voids corresponding to the missing corner and the uneven edges are excluded). The total volume of voids and cracks decreased from 0 kN to 3 kN. This was attributed to the compaction of concrete. As the load increased from 3 kN to 5 kN, new cracks initiated and the existing cracks gradually propagated, reflected by the increase of the total volume of voids and cracks. At the peak load 9.1 kN, the major vertical cracks propagated (see Figure 3(b)), leading to significant dilation of the whole specimen. A similar trend was obtained for a 40 mm specimen, as reported in [19].Figure 4
Evolution of volume fraction of voids and cracks.


## 3.3. Subvolume Microcracking

A small subvolume (the block illustrated in Figure3(b)) was cropped from the damaged top corner of the specimen for more detailed examination. Figure 5 illustrates the localised cracking behaviour within this volume. Very small differences were found before 3 kN. At 5 kN, crack opening and closing occurred, mainly in the cement paste and on the aggregate-cement interfaces. When the load was increased to 9.1 kN, crack bridging occurred mostly near interfacial cracks. Some cracks were then connected, causing the major damage (see the red dashed line in Figure 5(c)).Figure 5
Localised cracking in a subvolume (XY slice).
(a)
3 kN
(b)
5 kN
(c)
9.1 kNFurthermore, the segmented 3D cracks in the subvolume under 5 kN and 9.1 kN loads are illustrated in Figure6. The cracking features such as crack opening and bridging in 2D slices shown in Figure 5 can be seen more clearly in 3D. It is also interesting to note that the cracks always initiated along interfaces between aggregate and cement or between aggregate particles (aggregates 1 and 2 in Figure 6). Finally, either crack bridging or diversion happened when they further propagated.Figure 6
3D crack surface and slice views under 5 kN and 9.1 kN.
(a)
(b)


## 3.4. Evolution of Void and Crack Content

Based on the segmented spatial distribution of voids and cracks, the calculated contents of voids and cracks at different loads were shown in Figure7, which were derived from multiple segmented horizontal slices made through specimen height (Z direction). For each distribution, only the central part with a height of 15 mm (from Z=2.8 mm to Z=17.8 mm) was plotted to avoid the uncertainty associated with uneven edges and the missing corner. The volume fraction of voids and cracks for each slice was calculated and then plotted along the height of the specimen. The plots clearly showed the inherent heterogeneity in terms of voids and cracks both before and during the compression. This heterogeneity strongly influenced the overall mechanical responses of concrete. From Figure 7, it is seen that the content of voids and cracks in the middle of the specimen was less than 2% and had several peaks. These peaks may represent one or more large inner pores, which were related to the segmented 3D voids (see middle part of Figure 3(a)). According to Yuan and Harrison [25] and Erdem et al. [26], such initial defects and heterogeneous microstructure would significantly intensify the transverse tensile strains during compression and stress concentration around the pores. Accordingly, they represent weak regions for failure, accelerate crack propagation, and lead to final failure of the concrete specimen [19].Figure 7
The content of voids and cracks along the specimen height direction throughout loading steps.
(a)
Under 0/0.8/2/3 kN
(b)
Under 3/5/9.1 kNRecalling the evolution of the content of voids and cracks during the compression (see Figure4), it is shown that the total volume of voids and cracks is firstly reduced with the load increasing from 0 kN to 0.8 kN (see Figure 7(a)). The content stayed similar when the load was 0.8 kN, 2 kN, and 3 kN. Then, the cracks were increased significantly, especially in the regions near large pores, see the differences of the curves between 3 kN and 5 kN as shown in Figure 7(b). And finally, the volume of voids and cracks reached its maximum value at 9.1 kN.


## 3.5. Mesoscale Structure Characterisation

For the convenience of image processing, the concrete cube was cropped into a 19.5 mm × 19.1 mm × 20.7 mm volume. Meanwhile, the voxel resolution of the XCT image was resampled from 16.5μm to 100 μm. The segmented aggregates, cement, voids, and the whole model at 0 kN are shown in Figure 8. The 108 aggregates are displayed in different colours for clarity.Figure 8
3D segmentation of the specimen before loading.
(a)
(b)
(c)
(d)The volume fractions of all the constituent phases in the segmented cube are listed in Table2, compared with the previous test data of a 40 mm cube. For the current 20 mm cube, the aggregate phase occupies the most space at 54.8% in volume, followed by the cement paste at 44.1%, and defects (excluding the missing corner) at 1.1%. Compared to the 40 mm-cube experiment, 4.8% and 5.9% variations were found for the aggregate and cement, respectively, which can be mainly attributed to two factors. Firstly, the present cube specimen was merely 1/8 of the original specimen, which may cause a different phase volume fraction. Secondly, the volume fraction of each phase can be somewhat dependent on the image processing and segmentation due to the variance of scanning parameters (e.g., around ±3% difference before and after segmentation was found for aggregates of 20 mm cube).Table 2
Volume fractions of each phase in segmented 40 mm and 20 mm cubes.
Experiment
40 mm cube test (%)
20 mm cube test (%)
Aggregate
49.6
54.8
Cement
49.3
44.1
Defects
1.1
1.1Figure9 shows the volume distribution of aggregates with statistical data summaries in Table 3. The majority of aggregate volumes (i.e., 81%, 84 out of 103) has the size between 1 and 60 mm3 with a mean value of 39 mm3. The mean length and width are 7.37 mm and 2.74 mm, respectively. The mean equivalent diameter of all the aggregates is 3.88 mm with a standard deviation of 1.24 mm, which is close to 5 mm diameter in the mix design. These data could be used for aggregate shape analysis [27–29].Figure 9
Volume distribution of aggregates.Table 3
Statistical analysis for aggregates in the cube.
Volume (mm3)
Equivalent diameter (mm)
Length (mm)
Width (mm)
Min
0.02
0.31
0.83
0.20
Max
112.11
5.98
12.25
5.91
Mean
39.09
3.88
7.37
2.74
Standard deviation
26.32
1.24
2.22
1.11There are 51 voids in total (excluding the missing corner). The volume distribution is shown in Figure10, and the statistical data are listed in Table 4. The mean volume is 0.96 mm3, only 1/40 of the aggregates, and the mean equivalent diameter is 0.72 mm. The calculated aggregate and void distribution datasets can be used for generating random concrete structures [15, 30].Figure 10
Volume distribution of voids.Table 4
Statistical analysis for voids in the concrete cube.
Volume (mm3)
Equivalent diameter (mm)
Length (mm)
Width (mm)
Min
0.001
0.12
0.11
0.11
Max
18.65
3.29
8.47
2.38
Mean
0.96
0.72
1.67
0.63
Standard deviation
2.84
0.62
1.80
0.57


## 4. XCT Image-Based FE Simulations

### 4.1. 3D Model Generation

The segmented 3D image, as shown in Figure8, was used to generate the 3D FE mesh by commercial packages AVIZO [24] and Simpleware [31]. Figure 11 shows the generated mesh with 981,919 tetrahedrons using target minimum and maximum edge lengths of 0.1 mm and 0.5 mm.Figure 11
The XCT image-based FE mesh.The cohesive interface element (CIE) COH3D6 in ABAQUS [32] with softening laws was inserted between all common faces of adjacent elements to model potential cracks using the algorithm developed in [1, 33, 34]. The solid elements for aggregates and cement were assumed linear elastic. Three sets of CIEs were defined, namely, CIE_AGG within the aggregate, CIE_CEM within the cement paste, and CIE_INT on the aggregate-cement interfaces. The linear tension/shear softening laws were used, together with the quadratic nominal stress initiation criterion, the energy-based damage evolution, and the mixed-mode BK-law fracture energy criterion [32]. The material properties are shown in Table 5. Young’s moduli of the aggregates and the cement were 51 GPa and 13.6 GPa, respectively, obtained by microindentation tests [19]. The elastic stiffness in the shear directions was assumed to be the same as that in the normal direction. The cohesive shear strength was assumed to be twice the cohesive normal strength. A power of two was used to define the BK-law fracture energy criterion, and the shear fracture energy was assumed to be 10 times the normal fracture energy [21]. The bottom surface nodes were fixed, and the uniaxial compressive force was applied to the top surface nodes by using displacement-controlled loading scheme. The explicit solver with multiple cores was used to speed up the computation. The total loading time of 0.01 s was used after trial and error to ensure a quasi-static simulation.Table 5
Material properties.
Young’s modulus (MPa)
Poisson’s ratio
Density (kg/m3)
Elastic stiffness (MPa/mm)
Cohesive strength (MPa)
Fracture energy (N/mm)
Aggregate
51,000
0.2
2500
/
/
/
Cement
13,600
0.2
2200
/
/
/
CIE_AGG
/
/
2500
106
/
/
CIE_CEM
/
/
2200
106
6
0.06
CIE_INT
/
/
2200
106
3
0.03


### 4.2. Validation of Uniaxial Compression Simulation

Due to the compliance of the loading rig and the limitations of XCT setup, the recorded displacements were not accurate [19]. The calculated vertical stiffness from the experimental force-displacement curve is only about 2 GPa, much lower than normal-strength concrete (20–30 GPa). More accurate displacements can be calculated by a direct comparison of CT images before and after the deformation occurs, namely, the digital volume correlation (DVC) technique. The DVC has recently emerged as an effective approach to calculate full 3D internal displacement and strain fields, particularly in combination with high-resolution XCT images [19, 35, 36]. The LaVision Davis software was used [37] to perform the DVC in this study, using a window size of 128 × 128 × 128 voxels, a 50% overlap, and a 2-passes correlation. To reduce potential influences caused by rigid body motion during the test, registration operations (e.g., aligning centre and principal axes) were carried out. The experimental force-displacement relationship with error bar calculated from the DVC is shown in Figure 12(a) (Exp-DVC). The linear fit for the first three loading steps (0–3 kN) gives a reasonable estimation of elastic modulus of concrete, that is, 23.6 GPa measured by microindentation [19]. The force-displacement curve obtained from FE simulation is also shown in Figure 12(a). The initial stiffness calculated at 3 kN and the peak load are 23.6 GPa and 9.5 kN, respectively. They are very close to 20.6 GPa and 9.1 kN in the XCT test, respectively. The crack evolution in the subvolume from FE simulation is shown in Figure 12(b). A broad similarity from the experiment (Figure 5) and FE simulation is obtained. Crack bridging by connecting interfacial cracks is found similar like the characterised phenomenon from XCT test.Figure 12
Force-displacement curve and crack evolution validation.∗DSF is displacement scale factor.
(a)
Force-displacement curve
(b)
Crack evolution (DSF=100∗)


### 4.3. Simulation of Uniaxial Tension

The same XCT image-based FE model in Figure11 was simulated under uniaxial tension. Same boundary conditions and loading scheme were used only with a uniaxial tension loading direction. The results are compared with the results reported in [21] using the same material parameters listed in Table 5. Figure 13 shows the stress-strain curves and the simulated cracking process at different loading stages. It can be seen that almost identical initial elastic stress-strain response and similar overall behaviour were predicted in comparison with the experiment. The differences of peak loads and softening responses were mainly due to variances of sample size and phase proportions, that is, volume fractions of aggregates are 54.8% and 20% for the present sample and those in [21].Figure 13
Stress-strain curve and damage propagation under tension.∗DSF is displacement scale factor.
(a)
Stress-strain curve
(b)
State A (ε=0.00008)
(c)
State B (ε=0.00019)
(d)
State C (ε=0.00034, peak)
(e)
Cracked sample (DSF=10∗)
(f)
Internal crack surfaces (DSF=2∗)The cohesive elements in red represent those with damage indexSDEG=1, namely, cracks. At the load point A, there were only a few damaged CIEs. However, many microcracks initiated quickly before the peak load (point C), at which many cracks have already propagated. The final crack pattern is shown in Figures 13(e) and 13(f). It can be seen that, unlike the complicated crack distribution in Figures 13(c) and 13(d), the 3D crack path was finally formed by connecting the cracks at aggregate-cement interfaces and those in the cement. Meanwhile, other cracks were closed due to the stress redistribution. The specimen was split into two pieces through the centre. The internal 3D cracking process is very complicated, demonstrating that the 3D FE simulation is a very powerful tool to unveil the damage and failure mechanisms.


## 4.1. 3D Model Generation

The segmented 3D image, as shown in Figure8, was used to generate the 3D FE mesh by commercial packages AVIZO [24] and Simpleware [31]. Figure 11 shows the generated mesh with 981,919 tetrahedrons using target minimum and maximum edge lengths of 0.1 mm and 0.5 mm.Figure 11
The XCT image-based FE mesh.The cohesive interface element (CIE) COH3D6 in ABAQUS [32] with softening laws was inserted between all common faces of adjacent elements to model potential cracks using the algorithm developed in [1, 33, 34]. The solid elements for aggregates and cement were assumed linear elastic. Three sets of CIEs were defined, namely, CIE_AGG within the aggregate, CIE_CEM within the cement paste, and CIE_INT on the aggregate-cement interfaces. The linear tension/shear softening laws were used, together with the quadratic nominal stress initiation criterion, the energy-based damage evolution, and the mixed-mode BK-law fracture energy criterion [32]. The material properties are shown in Table 5. Young’s moduli of the aggregates and the cement were 51 GPa and 13.6 GPa, respectively, obtained by microindentation tests [19]. The elastic stiffness in the shear directions was assumed to be the same as that in the normal direction. The cohesive shear strength was assumed to be twice the cohesive normal strength. A power of two was used to define the BK-law fracture energy criterion, and the shear fracture energy was assumed to be 10 times the normal fracture energy [21]. The bottom surface nodes were fixed, and the uniaxial compressive force was applied to the top surface nodes by using displacement-controlled loading scheme. The explicit solver with multiple cores was used to speed up the computation. The total loading time of 0.01 s was used after trial and error to ensure a quasi-static simulation.Table 5
Material properties.
Young’s modulus (MPa)
Poisson’s ratio
Density (kg/m3)
Elastic stiffness (MPa/mm)
Cohesive strength (MPa)
Fracture energy (N/mm)
Aggregate
51,000
0.2
2500
/
/
/
Cement
13,600
0.2
2200
/
/
/
CIE_AGG
/
/
2500
106
/
/
CIE_CEM
/
/
2200
106
6
0.06
CIE_INT
/
/
2200
106
3
0.03


## 4.2. Validation of Uniaxial Compression Simulation

Due to the compliance of the loading rig and the limitations of XCT setup, the recorded displacements were not accurate [19]. The calculated vertical stiffness from the experimental force-displacement curve is only about 2 GPa, much lower than normal-strength concrete (20–30 GPa). More accurate displacements can be calculated by a direct comparison of CT images before and after the deformation occurs, namely, the digital volume correlation (DVC) technique. The DVC has recently emerged as an effective approach to calculate full 3D internal displacement and strain fields, particularly in combination with high-resolution XCT images [19, 35, 36]. The LaVision Davis software was used [37] to perform the DVC in this study, using a window size of 128 × 128 × 128 voxels, a 50% overlap, and a 2-passes correlation. To reduce potential influences caused by rigid body motion during the test, registration operations (e.g., aligning centre and principal axes) were carried out. The experimental force-displacement relationship with error bar calculated from the DVC is shown in Figure 12(a) (Exp-DVC). The linear fit for the first three loading steps (0–3 kN) gives a reasonable estimation of elastic modulus of concrete, that is, 23.6 GPa measured by microindentation [19]. The force-displacement curve obtained from FE simulation is also shown in Figure 12(a). The initial stiffness calculated at 3 kN and the peak load are 23.6 GPa and 9.5 kN, respectively. They are very close to 20.6 GPa and 9.1 kN in the XCT test, respectively. The crack evolution in the subvolume from FE simulation is shown in Figure 12(b). A broad similarity from the experiment (Figure 5) and FE simulation is obtained. Crack bridging by connecting interfacial cracks is found similar like the characterised phenomenon from XCT test.Figure 12
Force-displacement curve and crack evolution validation.∗DSF is displacement scale factor.
(a)
Force-displacement curve
(b)
Crack evolution (DSF=100∗)


## 4.3. Simulation of Uniaxial Tension

The same XCT image-based FE model in Figure11 was simulated under uniaxial tension. Same boundary conditions and loading scheme were used only with a uniaxial tension loading direction. The results are compared with the results reported in [21] using the same material parameters listed in Table 5. Figure 13 shows the stress-strain curves and the simulated cracking process at different loading stages. It can be seen that almost identical initial elastic stress-strain response and similar overall behaviour were predicted in comparison with the experiment. The differences of peak loads and softening responses were mainly due to variances of sample size and phase proportions, that is, volume fractions of aggregates are 54.8% and 20% for the present sample and those in [21].Figure 13
Stress-strain curve and damage propagation under tension.∗DSF is displacement scale factor.
(a)
Stress-strain curve
(b)
State A (ε=0.00008)
(c)
State B (ε=0.00019)
(d)
State C (ε=0.00034, peak)
(e)
Cracked sample (DSF=10∗)
(f)
Internal crack surfaces (DSF=2∗)The cohesive elements in red represent those with damage indexSDEG=1, namely, cracks. At the load point A, there were only a few damaged CIEs. However, many microcracks initiated quickly before the peak load (point C), at which many cracks have already propagated. The final crack pattern is shown in Figures 13(e) and 13(f). It can be seen that, unlike the complicated crack distribution in Figures 13(c) and 13(d), the 3D crack path was finally formed by connecting the cracks at aggregate-cement interfaces and those in the cement. Meanwhile, other cracks were closed due to the stress redistribution. The specimen was split into two pieces through the centre. The internal 3D cracking process is very complicated, demonstrating that the 3D FE simulation is a very powerful tool to unveil the damage and failure mechanisms.


## 5. Conclusions

This paper presents an application of micro XCT to microstructure characterisation of concrete and its cracking process using in situ compression tests. The damage evolution was characterised using both 2D tomography slices and the 3D CT images with distribution of the voids and cracks throughout the compression. The localised 3D fracture evolution process was realistically presented through the 3D crack surfaces at different load steps. The spatial distribution of voids and cracks illustrates the complex heterogeneity and uncertainty in the specimen. After the 3D segmentation of the image model, the size distributions of the aggregates and pores could provide useful information for generating virtual concrete structures and particle shape analysis of aggregates.The uniaxial compression test was reproduced numerically by transforming the segmented image model into a 3D FE mesh with inserted cohesive interface elements. A good agreement between the force-displacement curves from the FE simulation and the XCT test was obtained. This study demonstrates that combining the in situ micro XCT tests and image-based FE modelling is a very promising and effective technique to investigate the internal damage and fracture behaviour in multiphasic composites such as concrete.



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*Source: 3856584-2018-07-18.xml*