Research Article  Open Access
Effect of LowStress Fatigue on the OffCrackPlane Fracture Energy in Engineered Cementitious Composites
Abstract
This paper presented an experimental study on the flexural properties of engineered cementitious composites (ECCs). The bending fatigue damage, residual deformation, and damage characteristics were investigated after a certain number of low stress levels in fatigue load. The composite fracture energy and fiberbridging fracture energy were calculated by the J integral. It is observed that the number of cracks increased with the increment of stress levels, and most of the cracks were formed during the earlier stage of the dynamic test. The deformation capability decreased with the increment of stress levels while the reduction of the ultimate load was minor after the dynamic load. Furthermore, the strainhardening phenomenon of the specimen enhanced initially and then weakened with the increment of stress levels. The residual equivalent yield strength became smaller with the increase of stress levels. Meanwhile, the trend was mild at low stress levels and then became steep at high stress levels.
1. Introduction
The engineered cementitious composites (ECCs), as a common composite, have been used for many important parts of the structure. There are lots of methods to model the fracture failure behavior in the ECC since its service life time and function depend on the stress levels to a large extent. By virtue of the threepoint bending tests, Elices et al. [1] calculated the fracture energy (G_{F}), which is used as a parameter to present the performance of many composite materials. Li and Hashida [2] obtained the total fracture energy which is 34 kJ/m^{2} of the ECC with 4% of the fiber volume fraction by making a finite element analysis about the fracture through the J integral. Zhang et al. [3, 4] established the bending model and found the relationship of the flexural resistance and the specimen thickness. Zhang and Stang [5] investigated the relationship of the crack length and fatigue cycles in the ECC fatigue fracture test. The strain and crack width brought about by the increase of the fatigue cycles cause the interfacial degradation in fiber composite materials, but the crack width is no more 100 μm before the main crack localizes. Thus, the effect of crack width on fracture properties of specimens is ignored in this paper [1, 6–9].
The fatigue test under the high stress level is done, and the relationship between the stress level and the fatigue life has been proven to be linear in logarithm [8–10]. Through the linear logarithmic equation, we can estimate the fatigue life under low stress levels, but the fatigue test under low stress levels has been seldom attempted [10]. The common ECC specimens are normally difficult to achieve fatigue damage when they are under low stress levels, let alone the ECC specimens with the characteristics of metal fatigue.
Owing to the difficulty of achieving fatigue damage, the crack length, crack mouth opening displacement (CMOD), and ultimate load were measured during static damage after the certain cycles of fatigue under the stress levels of 0.23, 0.26, 0.34, 0.55, 0.59, and 0.65. In this paper, a series of experiments regarding the threepoint bending fatigue fracture under low stress were conducted to investigate the residual fracture energy and the residual equivalent yield strength.
2. Determination of Fracture Parameters of the ThreePoint Bending Test of ECC
2.1. Specimen Dimensions and Materials
The threepoint bending test specimens were cast in wood former with dimensions of 700 mm × 150 mm × 80 mm (Figure 1). The prefabricated crack was embedded with a 3 mm thick steel plate, and the height of the crack was 60 mm [11]. After the casting was completed, the specimens were remolded until they had been sealed for curing for 24 hours. Then, they were maintained for 100 days at the laboratory temperature (at about 20°C).
Each specimen had the same mix proportion. The mix proportion was as follows: cement : fly ash : sand : water = 1 : 3.5 : 2.3 : 1.28. The cement adopted was P.O42.5 silicate cement. As quartz sand, it was hard and good artificial sand, in which the fineness modulus was less than 2.65 and the percent of mud was not more than 1.5%. With the increment of fiber volume fraction, the compressive strength, the tensile strength, and the fracture toughness of the ECC increase. In contrast, its mechanical performance enhances slightly when the fiber volume fraction increases to 2% [12–15]. Under this situation, the ECC with 2% of the fiber volume fraction shows good performance. Hence, the same fiber volume fraction was applied in the test. Table 1 shows the corresponding properties of the polyvinyl alcohol (PVA) fiber. Grade I composite fly ash was used. The compressive strength of the specimen was 36.6 MPa at 28 days [16].

2.2. Test Equipment and Test Procedure
The whole loading procedure was completed by means of the servohydraulic system made in Beijing Foli System Company, China. A dynamic sampling system produced by Donghua Testing Technology Co. Ltd. was adopted to collect data.
2.2.1. Static Test
Figure 1 illustrates the setup for the static test, where a vertical, linear load was applied onto the middle of the beam’s top surface, using a compression test device. With the specimens resting on two line supports with a span length of 600 mm, the load (P) was continuously recorded by the sampling system, and the middle displacement was measured by the displacement gauge. The opening of the crack mouth opening displacement (CMOD) was measured by the clip gauge. The loading method was controlled by the middle displacement with the loading rate of 0.05 mm/min [3–5, 17].
2.2.2. Dynamic Test
The dynamic tests were conducted by the load control mode with the frequency of 1 Hz. The load shape was a sine wave shown in Figure 2 [2, 12, 18, 19]. In the test process, the maximum load (P_{max}) based on the ultimate load of specimens in the static test, the average load (P_{m}), the load range, the load amplitude (P_{a}), and the minimum load (P_{min}) can be calculated by (1)–(4). The length and width of the crack with corresponding time and fatigue cycles were recorded by observation every ten minutes [8, 9, 13, 20, 21].where P_{max}, P_{min}, P_{m}, P_{a}, and ΔP are shown in Figure 2. R is the characteristic value of the load.
2.2.3. Calculation Methods
The J integral value for the threepoint bending specimens is calculated by the curve of loaddisplacement according to the provisions of the ASTM E24 [22]. J represents the fracture energy dissipation during the cracking process. The fracture energy, the J integral value [23], is then calculated according to the following equation:where t and h represent the specimen width and height, respectively. The initial crack depth is denoted by a_{0}, while A denotes the area of the curve of loaddisplacement [24–27]. As the midspan deflection has a good linear relationship with the CMOD for the tested specimens, in this paper, A is calculated by the PCMOD curves [13].
Following the doubleK fracture criterion of concrete [28], Liu et al. [13] proposed the J_{IC}, the starting point of the ductile stage, and the J_{IF}, the starting point of the failure stage. The first crack appeared when J > J_{IC}, the localized failure crack developed when J > J_{IF}, and the material was in a safe state when J ≤ J_{IF} [13]. So, the threshold of fracture and failure can be applied to estimate the fracture toughness of the ECC material. Furthermore, J_{C}, the total fracture energy, which includes all the loading processes can also be calculated by (5).
3. Results and Discussions
3.1. Static Test Results
3.1.1. PCMOD Curves
The PCMOD curves of static load specimens, the average curves for the ECC and matrix acquired by calculating the mean force at fixed CMOD values, are displayed in Figures 3 and 4. The fracture surface magnified 200 times is shown in Figure 5. A summary of the initial cracking load (P_{ini}), peak load (P_{max}), and the corresponding CMOD values is also provided in Table 2. It can be seen that the initial cracking load increased with adding PVA fibers in the specimens [14]. The fibers increased the initial cracking load and delayed the cracking time compared to the matrix. The corresponding CMOD values of the initial cracking load of the ECC increased much greater than those of the matrix, which demonstrated that the load was transmitted across the PVA fibers as well [29].
(a)
(b)
 
Note. V0 and V2 represent the fiber volume fraction of 0 and 2% in the ECC, respectively. 
3.1.2. Fracture Parameters
Table 2 shows the results of the fracture parameters calculated by (5). P_{ini} is measured by strain gauges pasted on the surface of specimens, that is, the cracking load of the ECC [13]. P_{max} is the maximum load during the loading process; meanwhile, the CMOD_{C} value happens. It is clear that the beams made from the matrix had small cracking resistance since they generated the lowest values for J_{IC} and J_{IF} (Table 2) [13]. Figure 5(a) shows that some fibers were pulled out or cut from mortar, meaning that the fibers were pulled out when the specimens could absorb energy. According to the frictional resistance between the fibers and mortar, some other fibers (Figure 5(b)), however, are ruptured when they consume more energy [6, 30, 31]. The average initial cracking energy of the ECC is 3 times that of the matrix. The average failure fracture energy of the ECC is 7.77 kJ/m^{2}, which is approximately 740 times that of the matrix. The ultimate load can be determined as 7 kN according to the average value of ultimate load of three specimens [16].
3.2. Dynamic Test Results
As shown in Table 3, specimens under different stress levels with the same number of cycles are tested in dynamic load. TPB is used as an abbreviation to the threepoint bending specimen.

3.2.1. PCMOD Curves
As shown in Figure 6, the maximum CMOD values of each fatigue cycle increase with the increment of the fatigue cycles. The CMOD values increase directly until the fatigue cycles reach approximately 1000, and the growth rate reduces under the stress levels of 0.55, 0.59, and 0.65. Nevertheless, the CMOD values increase directly under the stress levels of 0.23, 0.26, and 0.34 during the dynamic test.
Figure 7 shows the PCMOD curves under static load after the fatigue cycles of 10,000. The difference of the ultimate load between the minimum stress level S = 0.23 and the maximum stress level S = 0.65 is just 0.42 kN, which is only 5.96% of the ultimate load under the static load. This illustrates that the ultimate load of specimens under 6 types of stress levels reduced smaller compared to the average load of failure specimens under the static load. Meanwhile, with the increment of stress levels, the strainhardening capacity increased at first and then decreased. This demonstrates that more and more fibers participated in the fiber bridging during the dynamic test. Simultaneously, they were pulled out or broken in fatigue load with the decrease of the flexural capacity [10, 32, 33].
3.2.2. Cracking Mode and Transformation
As seen in Figure 8(a), the matrix specimen just has one tiny crack when it loses its bearing capacity. With adding PVA fibers into the matrix (Figure 8(b)), a large number of microcracks distribute around the initial crack edge in addition to the main crack, that is, multiple cracks under static load [31, 34, 35]. Figures 8(c)–8(h) illustrate the difference in cracking mode and length under different stress levels. The number of cracks of the specimens reduced with the decrease of the stress level. Meanwhile, the direction of propagation of the cracks was horizontal which reduced the stress concentration at the main crack edge [36]. Table 4 verified that the crack number reduces with the decreasing fatigue stress levels [14]. From the crack number and smooth degree in the either side of the main crack among Figures 8(b)–8(h), it can be observed that the specimens have the tendency of developing into brittle failure, still keeping the ductile failure.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)

3.2.3. Fracture Toughness
The values of J_{IF} and J_{C} calculated by (5) with the experimental curves of PCMOD are shown in Figure 9 [13]. From this diagram, it is clearly seen that the J_{IF}, the J integral value at the failure crack localizing point, and the total energy J_{C} decrease with the increase of stress levels. When S = 0.817 was calculated from the fitting formula, the J_{IF} value decreased to 0. This implies that the localized failure crack immediately developed under this stress level. The variation coefficients of 0.84 and 0.794 show that the formulas are still reliable. The contribution from this formula might identify the ECC structures safe or not according to the stress levels.
3.2.4. J_{R} Resistance Curve
The J_{R} resistance curve stands for the relation between the crack extension and J integral value. During the test, it is observed that multicracks generate in the shapes of irregular curves. Hence, the single crack extension is not appropriate for ECC specimens. In this paper, the total crack length, a, is used to describe the crack extension of ECC specimens. During the experiment, the crack width observed is less than 60 μm before the main crack appears. This means that the ECC specimen starts to lose its bearing capacity when the crack width exceeds 60 μm. Therefore, the crack width can be neglected before the main crack appears, and only the total crack length is considered as the parameter.
The J integral values calculated by (5) with the experimental curves of PCMOD are shown in Figure 7. Figure 10 shows the relationship between the increment of the total crack length Δa and the J integral values. Only one specimen is selected for each stress level. There were three linear relationships with two cutoff points of the crack development. In the first stage, very few cracks had been formed during the dynamic test, and the crack length Δa had appeared while J integral was kept zero. In the second stage, lots of cracks produced, and the crack length Δa increased with the increment of J integral values. In the third stage, the cracks developed quickly after localizing. J_{IF} can be calculated by (5) with PCMOD curves shown in Figure 7. Moreover, the J_{IF} value can also be obtained by JΔa curves. So, there are two methods to calculate the J_{IF} value. The results shown in Figure 11 illustrate that the two methods were almost equal. Therefore, the J_{R} curve can be applied to judge the fracture state of the ECC under low stress levels of fatigue.
(a)
(b)
(c)
(d)
(e)
(f)
Figure 10 illustrates the three linear relationships of the J_{R} resistance curve. In the second stage, J integral values increased with the increment of the crack length Δa. Equation (6) shows the relationship of J and Δa when the localized failure crack developed [13].where represents the crack length generated in the dynamic test. is the residual equivalent yield stress. According to the J_{R} curves and (6), the results of obtained are shown in Figure 12. As seen, shows a decreasing trend, and the rates increase with higher stress levels [37].
4. Conclusion
This paper investigates the effect of low stress levels (0.23, 0.26, 0.34, 0.55, 0.59, and 0.65) on the mechanical and fracture properties of the ECC with 2% volume fraction of the PVA fiber. The following conclusions were drawn:(1)The fracture mode of the matrix was similar to that of the ECC. The difference between the initial cracking load and the ultimate load in the ECC was greater than that of the matrix. This shows that the fibers had the effect of bending resistance and of absorbing energy. The double J integral criterion testified the effect of fibers in the ECC.(2)The capacity of strain hardening of the ECC increased at first and then decreased with the increment of stress levels. In contrast, the deformation ability of the ECC always decreased.(3)The total crack length Δa was suitable to describe the fracture state of the ECC. The J_{R} curve of the ECC had three stages and two dividing points of fatigue cracking and crack localizing. Furthermore, the linear relation of J integral and Δa in the stable stage indicated that the crack length developed regularly with the increase of fracture energy.(4)The residual equivalent yield strength was applied to express the relationship between J integral and Δa in the second stage of J_{R} curves. The residual equivalent yield strength of the ECC decreased, and the rates increased with the increment of stress levels.
Conflicts of Interest
The authors declare that they have no conflicts of interest regarding the publication of this paper.
Acknowledgments
The authors gratefully acknowledge the financial supports provided by the National Natural Science Foundation of China (Project 51108151), the National Program on Key Basic Research Project (Project 2009CB623203), and the Natural Science Foundation of Hebei Province of China (Project E2012202097). This study was also part of a research project supported by China Three Gorges Corporation (Grant no. TGC2012746379).
References
 M. Elices, G. V. Guinea, and J. Planas, “Measurement of the fracture energy using threepoint bend tests: part 3—influence of cutting the Pδ tail,” Materials and Structures, vol. 25, no. 6, pp. 327–334, 1992. View at: Publisher Site  Google Scholar
 V. C. Li and T. Hashida, “Engineering ductile fracture in brittlematrix composites,” Journal of Materials Science Letters, vol. 12, no. 12, pp. 898–901, 1993. View at: Publisher Site  Google Scholar
 J. Zhang, Z. Wang, X. Ju, and Z. Shi, “Simulation of flexural performance of layered ECCconcrete composite beam with fracture mechanics model,” Engineering Fracture Mechanics, vol. 131, pp. 419–438, 2014. View at: Publisher Site  Google Scholar
 J. Zhang, C. K. Y. Leung, and Y. Gao, “Simulation of crack propagation of fiber reinforced cementitious composite under direct tension,” Engineering Fracture Mechanics, vol. 78, no. 12, pp. 2439–2454, 2011. View at: Publisher Site  Google Scholar
 J. Zhang and H. Stang, “Interfacial degradation in cementbased fiber reinforced cementbased composites,” Journal of Materials Science Letters, vol. 16, no. 11, pp. 886–888, 1997. View at: Google Scholar
 J. Qiu and E. Yang, “Micromechanicsbased investigation of fatigue deterioration of engineered cementitious composite (ECC),” Cement and Concrete Research, vol. 95, pp. 65–74, 2017. View at: Publisher Site  Google Scholar
 E. B. Pereira, G. Fischer, and J. A. O. Barros, “Effect of hybrid fiber reinforcement on the cracking process in fiber reinforced cementitious composites,” Cement and Concrete Composites, vol. 34, no. 10, pp. 1114–1123, 2012. View at: Publisher Site  Google Scholar
 S. Müller and V. Mechtcherine, “Fatigue behaviour of strainhardening cementbased composites (SHCC),” Cement and Concrete Research, vol. 92, pp. 75–83, 2017. View at: Publisher Site  Google Scholar
 S. G. Millard, T. C. K. Molyneaux, S. J. Barnett, and X. Gao, “Dynamic enhancement of blastresistant ultra high performance fibrereinforced concrete under flexural and shear loading,” International Journal of Impact Engineering, vol. 37, no. 4, pp. 405–413, 2010. View at: Publisher Site  Google Scholar
 J. Zhang, H. Stang, and V. C. Li, “Fatigue life prediction of fiber reinforced concrete under flexural load,” International Journal of Fatigue, vol. 21, no. 10, pp. 1033–1049, 1999. View at: Publisher Site  Google Scholar
 Z. Wu, S. Xu, J. Wang, and Y. Liu, “Doublek fracture parameter of concrete and its size effect by using threepoint bending beam method,” Journal of Hydroelectric Engineering, vol. 71, pp. 16–24, 2000. View at: Google Scholar
 D. Y. Yoo, J. H. Lee, and Y. S. Yoon, “Effect of fiber content on mechanical and fracture properties of ultra high performance fiber reinforced cementitious composites,” Composite Structures, vol. 106, pp. 742–753, 2013. View at: Publisher Site  Google Scholar
 W. Liu, S. Xu, and Q. Li, “Experimental study on fracture performance of ultrahigh toughness cementitious composites with Jintegral,” Engineering Fracture Mechanics, vol. 96, pp. 656–666, 2012. View at: Publisher Site  Google Scholar
 E. H. Yang, S. Wang, and Y. Z. Yang, “Fiberbridging constitutive law of engineered cementitious composites,” Journal of Advanced Concrete Technology, vol. 6, no. 1, pp. 181–193, 2008. View at: Publisher Site  Google Scholar
 P. Kabele, “Multiscale framework for modeling of fracture in high performance fiber reinforced cementitious composites,” Engineering Fracture Mechanics, vol. 74, no. 12, pp. 194–209, 2007. View at: Publisher Site  Google Scholar
 N. M. Altwair, M. A. Megat Johari, and S. F. Saiyid Hashim, “Flexural performance of green engineered cementitious composites containing high volume of palm oil fuel ash,” Construction and Building Materials, vol. 37, pp. 518–525, 2012. View at: Publisher Site  Google Scholar
 Z. Lin and V. C. Li, “Crack bridging in fiber reinforced cementitious composites with sliphardening interfaces,” Journal of the Mechanics and Physics of Solids, vol. 45, no. 5, pp. 763–787, 1997. View at: Publisher Site  Google Scholar
 S. Xu and W. Liu, “Investigation on crack propagation law of ultrahigh toughness cementitious composites under fatigue flexure,” Engineering Fracture Mechanics, vol. 93, no. 1, pp. 1–12, 2012. View at: Publisher Site  Google Scholar
 V. C. Li, “Engineered cementitious composite (ECC): material, structural, and durability performance,” in Concrete Construction Engineering Handbook, CRC Press, Boca Raton, FL, USA, 2007. View at: Google Scholar
 S. H. Said, H. A. Razak, and I. Othman, “Flexural behavior of engineered cementitious composite (ECC) slabs with polyvinyl alcohol fibers,” Construction and Building Materials, vol. 75, pp. 176–188, 2015. View at: Publisher Site  Google Scholar
 C. Lu, C. K. Y. Leung, and V. C. Li, “Numerical model on the stress field and multiple cracking behavior of engineered cementitious composites (ECC),” Construction and Building Materials, vol. 133, pp. 118–127, 2017. View at: Publisher Site  Google Scholar
 D. G. H. Latzko, PostYield Fracture Mechanics, Applied Science Publishers, London, UK, 1979.
 G. L. G. Gonzáles, J. A. O. González, J. T. P. Castro, and J. L. F. Freire, “A Jintegral approach using digital image correlation for evaluating stress intensity factors in fatigue cracks with closure effects,” Theoretical and Applied Fracture Mechanics, vol. 90, pp. 14–21, 2017. View at: Publisher Site  Google Scholar
 V. C. Li, Engineered Cementitious Composites (ECC)–Tailored Composites through Micromechanical Modelling, Canadian Society of Civil Engineers, Montreal, QC, Canada, 1998.
 M. Maalej, T. Hashida, and V. C. Li, “Effect of fiber volume fraction on the offcrackplane fracture energy in strainhardening engineered cementitious composites,” Journal of the American Ceramic Society, vol. 78, no. 12, pp. 3369–3375, 2010. View at: Publisher Site  Google Scholar
 J. Li and Y. X. Zhang, “Evaluation of constitutive models of hybridfibre engineered cementitious composites under dynamic loadings,” Construction and Building Materials, vol. 30, pp. 149–160, 2012. View at: Publisher Site  Google Scholar
 H. Li and S. Xu, “Determination of energy consumption in the fracture plane of ultra high toughness cementitious composite with direct tension test,” Engineering Fracture Mechanics, vol. 78, no. 9, pp. 1895–1905, 2011. View at: Publisher Site  Google Scholar
 S. Xu and H. W. Reinhardt, “Determination of doubleK criterion for crack propagation inquasibrittle fracture, part III: compact tension specimens and wedge splitting specimens wedge splitting specimens,” International Journal of Fracture, vol. 98, pp. 179–193, 1999. View at: Google Scholar
 K. Duan, X. Z. Hu, and F. H. Wittmann, “Size effect on fracture resistance and fracture energy of concrete,” Materials and Structures, vol. 36, no. 2, pp. 74–80, 2003. View at: Publisher Site  Google Scholar
 V. C. Li and H. C. Wu, “Conditions for pseudo strainhardening in fiber reinforced brittle matrix composites,” Journal of Applied Mechanics Review, vol. 45, no. 8, pp. 390–398, 1992. View at: Publisher Site  Google Scholar
 P. Jun and V. Mechtcherine, “Behaviour of strainhardening cementbased composites (SHCC) under monotonic and cyclic tensile loading,” Cement and Concrete Composites, vol. 32, no. 10, pp. 801–809, 2010. View at: Publisher Site  Google Scholar
 J. Zhang and V. C. Li, “Monotonic and fatigue performance in bending of fiberreinforced engineered cementitious composite in overlay system,” Cement and Concrete Research, vol. 32, no. 3, pp. 415–423, 2002. View at: Publisher Site  Google Scholar
 J. Zhang, H. Stang, and V. C. Li, “Experimental study on crack bridging in FRC under uniaxial fatigue tension,” Journal of Materials in Civil Engineering, vol. 12, no. 1, pp. 65–73, 2000. View at: Publisher Site  Google Scholar
 S. He, J. Qiu, J. Li, and E. H. Yang, “Strain hardening ultrahigh performance concrete (SHUHPC) incorporating CNFcoated polyethylene fibers,” Cement and Concrete Research, vol. 98, pp. 50–60, 2017. View at: Publisher Site  Google Scholar
 W. Liu, S. Xu, and Q. Li, “Study on flexural fatigue life of ultrahigh toughness cementitious composites under constant amplitude cyclic loading,” Journal of Building Structures, vol. 33, pp. 119–127, 2012. View at: Google Scholar
 Z. Zhang and S. Qian, “Investigating mechanical properties and selfhealing behavior of microcracked ECC with different volume of fly ash,” Construction and Building Materials, vol. 52, pp. 17–23, 2014. View at: Publisher Site  Google Scholar
 A. Skar, P. N. Poulsen, and J. F. Olesen, “A simple model for fatigue crack growth in concrete applied to a hinge beam model,” Engineering Fracture Mechanics, vol. 181, pp. 38–51, 2017. View at: Publisher Site  Google Scholar
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Copyright © 2018 Longlong Liu et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.