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Frontiers of Structural and Civil Engineering

Front. Struct. Civ. Eng.    2019, Vol. 13 Issue (5) : 1183-1199
Deformation field and crack analyses of concrete using digital image correlation method
Yijie HUANG1(), Xujia HE1, Qing WANG1, Jianzhuang XIAO2
1. Shandong Provincial Key Laboratory of Civil Engineering Disaster Prevention and Mitigation, Shandong University of Science and Technology, Qingdao 266590, China
2. Department of Building Engineering, Tongji University, Shanghai 200092, China
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The study on the deformation distribution and crack propagation of concrete under axial compression was conducted by the digital image correlation (DIC) method. The main parameter in this test is the water-cement (W/C) ratio. The novel analysis process and numerical program for DIC method were established. The displacements and strains of coarse aggregate, and cement mortar and interface transition zone (ITZ) were obtained and verified by experimental results. It was found that the axial displacement distributed non-uniformly during the loading stage, and the axial displacements of ITZs and cement mortar were larger than that of coarse aggregates before the occurrence of macro-cracks. The effect of W/C on the horizontal displacement was not obvious. Test results also showed that the transverse and shear deformation concentration areas (DCAs) were formed when stress reached 30%–40% of the peak stress. The transverse and shear DCAs crossed the cement mortar, and ITZs and coarse aggregates. However, the axial DCA mainly surrounded the coarse aggregate. Generally, the higher W/C was, the more size and number of DCAs were. The crack propagations of specimens varied with the variation of W/C. The micro-crack of concrete mainly initiated in the ITZs, irrespective of the W/C. The number and distribution range of cracks in concrete with high W/C were larger than those of cracks in specimen adopting low W/C. However, the value and width of cracks in high W/C specimen were relatively small. The W/C had an obvious effect on the characteristics of concrete deterioration. Finally, the characteristics of crack was also evaluated by comparing the calculated results.

Keywords deformation filed distribution      crack development      digital image correlation method      mechanical properties      water-cement ratio      characteristics of deformation and crack     
Corresponding Authors: Yijie HUANG   
Just Accepted Date: 13 June 2019   Online First Date: 24 July 2019    Issue Date: 11 September 2019
 Cite this article:   
Yijie HUANG,Xujia HE,Qing WANG, et al. Deformation field and crack analyses of concrete using digital image correlation method[J]. Front. Struct. Civ. Eng., 2019, 13(5): 1183-1199.
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Xujia HE
Jianzhuang XIAO
Fig.1  The sketch of DIC.
Fig.2  Data smoothing.
Fig.3  Analysis process.
item size (mm) apparent density (kg/m3) clay dosage crushing value
coarse aggregate 5–25 2580 1.1% 8.3%
fine aggregate 0.15–4.75 2612 2.94%
Tab.1  Properties of aggregates
specimen height (mm) width (mm) thickness (mm) W/C
SC1 100 100 15 0.4
SC2 100 100 15 0.5
SC3 100 100 15 0.6
Tab.2  The basic information of specimen
Fig.4  The illustration of specimen. (a) Initial state of specimen; (b) final state of specimen.
Fig.5  The loading and measurement system. (a) The field experimental system; (b) the sketch of measurement.
Fig.6  The experimental and calculated results. (a) Axial stress-strain curve; (b) the comparison between the calculated results and the experimental data.
Fig.7  The axial displacement of SC1-2 (unit: mm). (a) 10% of peak stress; (b) 30% of peak stress; (c) peak stress; (d) 55% of peak stress (post peak point); (e) the illustration of SC1-2.
Fig.8  The axial displacement of SC3-3 (unit: mm). (a) 20% of peak stress; (b) 70% of peak stress; (c) peak stress; (d) 75% of peak stress (post peak point); (e) the illustration of SC3-3.
Fig.9  The horizontal displacement of SC2-4 (unit: mm). (a) 65% of peak stress; (b) 90% of peak stress (post peak point).
Fig.10  The transverse strain development of SC3-3. (a) 20% of peak stress; (b) 40% of peak stress; (c) 95% of peak stress; (d) peak stress; (e) 90% of peak stress (post peak point); (f) 75% of peak stress (post peak point).
Fig.11  The comparison between transverse strain of SC1-2 and that of SC3-3. (a) SC1-2 (peak stress); (b) SC3-3 (peak stress).
Fig.12  The axial strain development of SC2-4. (a) 15% of peak stress; (b) 30% of peak stress; (c) 70% of peak stress; (d) 85% of peak stress; (e) peak stress; (f) 90% of peak stress (post peak point).
Fig.13  The comparison between axial strain of SC3-3 and that of SC2-4. (a) SC3-3 (peak stress); (b) SC2-4 (peak stress).
Fig.14  The shear strain development of SC3-3. (a) 20% of peak stress; (b) 95% of peak stress; (c) peak stress; (d) 75% of peak stress (post peak point).
Fig.15  The comparison between shear strain of SC1-2 and that of SC3-3. (a) SC1-2 (peak stress); (b) SC3-3 (peak stress).
Fig.16  The failure process of SC1-2. (a) 40% of peak stress; (b) peak stress; (c) 55% of peak stress (post peak point).
Fig.17  The failure process of SC3-3. (a) 40% of peak stress; (b) peak stress; (c) 75% of peak stress (post peak point).
fc peak stress of specimen
f (x,y) grayscale values of the subimage
f average grayscale values of subimage
R cross-correlation coefficient
u horizontal displacement
v axial displacement
εx transverse strain of the specimen
ey axial strain of the specimen
gxy shear strain of the specimen
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