Research Article  Open Access
Degradation Behavior of Concrete after FreezeThaw Cycles and Then Exposure to High Temperatures
Abstract
Concrete behavior usually degrades due to freezethaw cycles, fire, or both. Existing studies on the degradation behavior of concrete due to exposure to high temperatures were primarily focused on unfrozen concrete. In this paper, the degradation behavior of damaged concrete, after different freezethaw cycles (25, 35, 45, and 55 cycles), exposure temperatures (20°C, 300°C, 400°C, and 500°C), and cooling methods (watercooled and aircooled), was tested with seventyfive prism specimens. The degradation behavior of the damaged concrete, such as surface characteristics, weight loss, compressive strength, peak strains, and elastic modulus, was studied and analyzed. Results show that (i) the surface color of the concrete does not change significantly throughout the test. As the number of freezethaw cycles and temperatures increase, the weight loss of the concrete specimens increases gradually. (ii) After freezethaw cycles, the relative strengths and elastic modulus of the concrete specimens significantly degrade compared with those of the unfrozen ones at same temperatures. (c) At elevated number of freezethaw cycles and exposure temperatures, the peak strain of the concrete increases gradually. (d) Cooling methods have different effects on the degradation of concrete under different number of freezethaw cycles. Finally, a uniaxial compression constitutive model for concrete after freezethaw cycles and then exposure to high temperatures was established and a good agreement was observed with test results.
1. Introduction
Concrete structures are sometimes subjected to fire and also freezethaw cycles, which will degrade the behavior of the concrete and then the structures. It is necessary to clearly understand the behavior of degradation of the concrete caused by freezethaw cycles, fire, or both.
Many researchers have investigated the performance of the concrete after exposure to high temperatures, including the change in the microstructure [1–3], the degradation of mechanical performance of ordinary concrete [4–7] and highstrength concrete [8, 9], and the effect of different cooling methods [10, 11]. It is noted that the mechanical behavior of concrete (both ordinary concrete and highperformance concrete) after exposure to high temperatures degraded to different degrees and is affected by cooling methods.
For the concrete structures in cold areas, the change of concrete performance after freezethaw cycles is critical. In order to predict the performance of concrete under freezethaw cycles, a model was proposed based on the damage accumulation theory [12]. For the microstructure observation of concrete and damage assessment after freezethaw cycles, Xray and CT are widely used [13, 14]. Generally, researchers pay more attention to the degradation of mechanical properties after freezethaw cycles, for both ordinary concrete [15, 16] and airentrained concrete [17, 18].
The above studies are mainly concerned with the degradation of concrete after freezethaw cycles or exposure to high temperatures only, and few research studies concerned with the degradation under two or more effects. Xie et al. [19] studied the hightemperature resistance of concrete after carbonization and proposed a constitutive equation for predicting the compressive properties of carbonized concrete after exposure to high temperatures. Mao et al. [20] focused on the durability of fly ash concrete under alternative interactions of freezethaw and carbonization and used microscopic techniques to reveal the damage mechanisms of the concrete. Cheng et al. [21] studied the effect of crack, freezethaw, and carbonization on reinforced concrete specimens in practical engineering through a series of tests. Wu and Wu [22] studied the behavior of the concrete subjected to high temperatures and then freezethaw cycles and concluded that the durability of freezethaw for the concrete was evidently reduced after exposure to high temperatures. However, the degradation of the concrete subjected to freezethaw cycles and then high temperatures (i.e., a reverse experimental processing[22]) was seldom reported. In cold regions, concrete structures with freezethaw damage may also suffer hightemperature (fire) damage. Thus, the research on the degradation of the concrete after freezethaw cycles and then exposure to high temperatures is very significant to evaluate the durability of concrete structures.
In this study, a series of experimental studies on the concrete specimens after freezethaw cycles and then exposure to high temperatures were conducted. The objectives are to obtain the degradation laws of mechanical properties and establish the constitutive model for uniaxial compression concrete after freezethaw cycles and then hightemperature exposures.
2. Experimental Program
2.1. Materials
Materials used in the tests are a same batch commercial concrete of C35, which is widely used in practical construction. The detailed mixture proportions of the concrete are shown in Table 1.

2.2. Designing and Grouping of Specimens
Seventyfive concrete prism specimens (i.e., twentyfive types each with 3 specimens) were prepared with a size of 100 mm × 100 mm × 300 mm. Through 3 additional specimens, the average measured compressive strength of the 28day cube without freezethaw and high temperatures was 32.2 MPa, and the standard deviation was 0.7. All the specimens were poured and cured in accordance with the Chinese Standard for Test Method of Mechanical Properties on Ordinary Concrete (GB/T 500812002) [23] and divided into five groups and named as shown in Table 2.
 
Note. “F#” denotes the freezethaw cycles (F0 = 0 cycles, F25 = 25 cycles, F35 = 35 cycles, F45 = 45 cycles, and F55 = 55 cycles); “T#” denotes the target temperature of hightemperature heating; “W” or “A” represents water or aircooling (natural cooling), respectively. For example, “F25T400W” indicates that the specimen subjected to 400°C after 25 freezethaw cycles and then cooled by the water spray method. 
2.3. FreezeThaw Cycle Test of Concrete Specimens
2.3.1. Test Apparatus of FreezeThaw Cycle Test
The KDRV9 concrete rapid freezethaw test machine (shown in Figure 1) was used in the freezethaw cycle test, consisting of 28 chambers.
(a)
(b)
2.3.2. FreezeThaw Cycle Test Methods and Process
The freezethaw cycle tests were performed by the rapid freezethaw method in accordance with the Chinese Standard for Test Methods of LongTerm Performance and Durability of Ordinary Concrete (GB/T 500822009) [24]. Detailed test procedures are as follows: the concrete specimens were cured for 24 days under standard conditions (temperature 20°C ± 2°C and humidity ≥95%). Then, the concrete specimens were soaked in water of 20 ± 2°C for 4 days for saturation. The water surface should be 20–30 cm higher than the top surfaces of the specimens. After that, the specimens were taken out of the water and then placed in a freezethaw device for testing. The temperature of the freezethawed specimen was reduced from +3°C to −16°C and then raised +3°C every 2 h for each cycle.
2.3.3. Observations of Specimens after FreezeThaw Cycles
After the freezethaw cycle tests, the surface layers of the concrete specimens had different degrees of damage, as shown in Figure 2. From the figure, the following can be observed:(a)At relatively small number of freezethaw cycles (N = 25 or 35), the cracks on the concrete surface were not obvious, and few superficial layers of concrete spalled off.(b)At relatively large number of freezethaw cycles (N = 45 or 55), the surfaces of specimens spalled off severely, exposing coarse aggregates. The edges of the specimens became incomplete, especially at N = 55.
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(b)
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2.4. Thermal Treatment of Concrete Specimens
2.4.1. Test Apparatus of Thermal Treatment
A hightemperature furnace with a working size of 1500 mm × 500 mm × 500 mm was used for thermal treatment (as shown in Figure 3), whose temperature ranged from room temperature to +1000°C with 4°C/min heating rate and precision ±1°C.
2.4.2. Thermal Treatment Test Methods and Process
A day after the freezethaw cycle test, thermal treatment test began. Firstly, the freezethawed concrete specimens were heated to 80°C and held for 24 hours to evaporate free water and capillary water [6]. Then, the temperature was elevated to the exposure temperature designed in Table 2 at a rate of 4°C/min and kept constant for 3 h. Finally, the specimens were taken out of the furnace and then cooled by spray water or aircooling.
2.4.3. Observations of Specimens after High Temperatures
The surface deterioration of concrete specimens after freezethaw cycles and exposure to high temperatures is shown in Figure 4. From the figure, the following can be clearly observed:(a)With the increase of the number of freezethaw cycles, more and more cracks can be clearly seen on the surfaces of the specimens under different temperatures.(b)When the temperature is 400°C, cracks can be clearly seen on the concrete surfaces, and the phenomenon was more obvious at relatively high freezethaw cycle levels. The surface layers of the mortar became loose and spalled off with the rising temperatures, especially when the temperature reached 500°C.(c)The surface colors of the specimens after different freezethaw cycles and exposure to high temperatures were almost the same irrespective of the cooling methods used. At 400°C, the surface cracks of the watercooled concrete specimens were more obvious than those of the concrete specimens cooled by air, indicating that the damage caused by the watercooling method to the concrete specimen is greater.
(a)
(b)
(c)
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2.5. Loading Tests
2.5.1. Loading Test Process and Apparatus
All the specimens were tested for uniaxial loading under a universal testing machine with a maximum capacity of 1000 kN. Four displacement transducers were, respectively, fixed at a distance of 50 mm from the upper and lower ends of the specimens (see Figure 5) to measure the deformation within 200 mm from the middle of the specimens, and the deformation of the middle part represents the deformation of the whole specimens. The loading rates of preloading and loading process were, respectively, controlled at 0.05 mm/min and 0.2 mm/min. The loading rate near the peak point and the falling portion after the peak point were 0.05 mm/min, and then this rate was kept until the test specimen failure. The tests were performed in accordance with the Chinese Standard for Test Method of Mechanical Properties on Ordinary Concrete (GB/T 500812002) [23].
2.5.2. Observations during Loading Tests
The failure of the concrete specimens virtually reflected the process of the evolution of the microcracks inside the specimens. Due to the different degrees of damage, the time of occurrence of cracks in each specimen and its development during the loading process are different (see Figure 6), from which the following phenomena can be found:(a)For the specimens with low exposure temperatures, few cracks appeared when the load was low, but the cracks developed quickly when the load was close to the failure load. By continuing compressive load, the concrete surface formed at least one obliquely penetrating crack due to compressive damage and then concrete specimens broke quickly.(b)For the specimens subjected to high temperatures, cracks appeared at low load and also developed quickly when the load was close to the failure load. There were no obvious oblique cracks on the surface of the concrete, but the layer of the concrete spalled off severely.(c)For the specimens with the same exposure temperatures, the more the freezethaw cycles were, the more the damage there would be.
(a)
(b)
(c)
(d)
3. Test Results and Discussion
3.1. Weight Loss of Concrete after FreezeThaw Cycles and Exposure to High Temperatures
In this investigation, the concrete specimens were first treated by freezethaw cycles and then subjected to high temperatures. m_{af}/m_{bf} and m_{at}/m_{bt} are used to represent the weight loss caused by freezethaw cycle treatment and hightemperature treatment, respectively. m_{af} is the saturated mass of the concrete specimen after freezethaw cycles, and m_{bf} is the saturated mass of the concrete specimen before freezethaw cycles. m_{at} is the dry mass of the concrete specimen after hightemperature treatment, and m_{bt} is the dry mass of the concrete specimen after freezethaw cycle treatment before hightemperature treatment.
The variation in concrete weight ratio (i.e., m_{af}/m_{bf} and m_{at}/m_{bt}) with elevated number of freezethaw cycles and high temperatures are, respectively, shown in Figures 7 and 8, and the following can be found:(a)From Figure 7, as the number of freezethaw cycles increased, the weight ratio decreased slightly, only 0.8%, meaning that the number of freezethaw cycles within the range of 0–55 has a little effect on the weight loss of concrete.
3.1.1. Degradation of Compressive Strength
The degradation of relative compressive strength f_{c}(N, T)/f_{c}(0, 20) of watercooled concrete is shown in Figure 9. In which, f_{c}(N, T) represents the compressive strength of the concrete after freezethaw cycles and then hightemperature treatment, and f_{c}(0, 20) represents the compressive strength of the unfrozen concrete at 20°C. Figure 10 gives the effect of cooling methods on the relative compressive strength of specimens. From the figures, the following can be observed:(a)With the number of freezethaw cycles and elevated temperatures, the relative compressive strength of concrete declines gradually. When the temperature is elevated from 20°C to 500°C, the relative strengths of the freezethawed concrete specimens significantly degrade compared with those of the unfrozen ones at the same temperatures.(b)The sequence of freezethaw cycle treatment and hightemperature treatment has effects on the degradation of compressive strength. The relative compressive strength of the concrete with 25 freezethaw cycles and then exposure to high temperature of 300, 400, and 500°C in this paper is lower than that of the concrete with exposure to high temperature of 300, 400, and 500°C and then with 25 freezethaw cycles studied by Wu and Wu [22]. This is mainly because for the concrete subjected to hightemperature treatment first, part of water reacts with Ca(OH)_{2} formed after exposure to high temperatures in subsequent freezethaw tests, resulting in the consequence that the deterioration of the strength partially restored.(c)At 400°C, the relative compressive strength of the concrete specimen under two different cooling methods decreases with the increasing freezethaw cycles. When N < 35, the difference between different cooling modes is not obvious; but overall, the strength of the concrete after aircooling is slightly greater than that of the watercooled concrete. When N ≥ 35, the relative compressive strength of the concrete specimen cooled by air is significantly greater than that of the concrete specimen cooled by spray water. As the number of freezethaw cycle increases, the trend becomes greater. This is mainly due to the influence of different cooling methods on the compressive properties of concrete. For watercooled concrete, the concrete specimen after exposure to high temperatures was suddenly cooled by water and the differences between the internal and external temperatures of the specimens increase rapidly, resulting in the rapid development of cracks.
Based on the test results, an empirical equation for watercooled concrete specimens is as follows:
For the aircooled concrete specimens, an influence coefficient β(N) was introduced for the difference between aircooling and watercooling, and β(N) = 1.0094 + 0.0001 · N^{2} − 0.0034 · N was obtained by fitting the test results. Equation (1) can be modified for aircooled concrete specimens as follows:where the letter T represents the exposure temperature and the letter N represents the number of freezethaw cycles.
Figure 11 shows a good agreement between equation (1) and tests, and the coefficient of correlation for equation (1) is 0.984.
3.1.2. Degradation of Elastic Modulus of Concrete
The elastic modulus was defined as the secant modulus of the point with σ = 0.4f_{c} in the stressstrain curve. The degradation of relative elastic modulus E_{c}(N, T)/E_{c}(0, 20) of the watercooled concrete is shown in Figure 12. In which, E_{c}(N, T) represents the elastic modulus of the concrete specimen after N cycles of freezethaw and then T °C treatment, and E_{c}(0, 20) represents the elastic modulus of the unfrozen concrete at 20°C. From Figure 12, the following can be observed:(a)The relative modulus of elasticity gradually reduces with the elevated number of freezethaw cycles and temperatures. The relative elastic modulus of freezethawed concrete specimens (25 and 45 cycles) is evidently lower than that of the unfrozen ones at the same temperature.(b)As the temperature increases, the difference in relative elastic modulus of concrete specimens with different freezethaw cycles decreases. The greater the number of freezethaw cycles is, the smaller the relative elastic modulus there would be.
Using polynomial nonlinear fitting method, the calculation model of relative elastic modulus of the watercooled concrete after freezethaw cycles and then exposure to high temperatures was established as follows:where the letter T represents the exposure temperature and the letter N represents the number of freezethaw cycles.
Figure 12 shows a good agreement between equation (3) and tests, and the coefficient of correlation for equation (3) is 0.987.
3.1.3. Degradation of Peak Strain
The maximum strain before failure in the uniaxial compression test is the peak strain. Figure 13 shows the variation in relative peak strain ε_{P} (N, T)/ε_{P} (0, 20) of the watercooled concrete specimen. In which, ε_{P} (N, T) is the peak strain of the concrete specimen after N cycles of freezethaw and then T °C treatment, and ε_{P} (0, 20) is the unfrozen concrete peak strain at 20°C. The effect of cooling methods on the peak strain is shown in Figure 14. From the figures, the following can be observed:
(a)
(b)
(c)
(d)
Based on the test results, the calculated model of the relative peak strain for the watercooled concrete after freezethaw cycles and then exposure to high temperatures was established. Details are as follows:where the letter T represents the exposure temperature and the letter N represents the number of freezethaw cycles. A good agreement between equation (4) and tests is shown in Figure 13, and the coefficient of correlation for equation (4) is 0.972.
4. Constitutive Model of Concrete after FreezeThaw Cycles and Then High Temperatures
Researches on constitutive model of freezethawed concrete after exposure to high temperatures are necessary to accurately evaluate the damage of freezethawed concrete structures in fire. According to the basic relationship of continuous damage mechanics [25], the damage constitutive model at room temperature was proposed as , in which [26]. In this paper, the investigation of the degradation of concrete was based on the uniaxial compression test but did not include complex stress state, so the damage variable D is a scalar used for uniaxial compression.
For the concrete after exposure to high temperatures, the model was modified by adding the temperature coefficient, as shown [19, 27–30] in the following:where K_{T}(T) is the temperature softening coefficient, η(T) represents the strain correction coefficient, α represents the scale coefficient, and m represents the shape influence coefficient.
In this paper, the following model was proposed based on equation (5) considering the effects of freezethaw cycles:where K_{F}(N) is the freezethaw cycle softening parameter. K_{F}(N) and K_{T}(T) are, respectively, expressed as
Based on the test results and using the leastsquares method, the parameters in constitutive model equation (6) are determined and are shown in Table 3 and equations (8) and (9):

Comparison between the calculated data (in this paper, E_{c} = 30134 MPa) obtained from the established uniaxial compression constitutive model (i.e., Equation (6)) and test results are shown in Figure 15, and a good agreement can be observed.
5. Conclusions
Based on the test results, the conclusions can be summarized as follows:(a)The surface color of the concrete does not change significantly throughout the test. In the freezethawed concrete after exposure temperature of 400°C, the cracks can be clearly seen on the concrete surfaces and were more significant for concrete with more freezethaw cycles.(b)As the number of freezethaw cycles and temperatures increase, the weight loss of the concrete increases. However, within a range of 0–55 freezethaw cycles and 20–500°C, the weight loss is relatively small, only 8%.(c)The relative compressive strength and modulus of elasticity of concrete decreased with the freezethaw cycles or temperature increase. After freezethaw cycles, the relative strength and elastic modulus of the concrete specimens significantly degrade compared with those of the unfrozen ones at same temperatures. For the concrete with the same freezethaw cycles and temperatures, the damaged degree is relative to the sequence of the freezethaw cycles and hightemperature treatment.(d)As the number of freezethaw cycles and temperatures increase, the peak strain of the concrete increases. And there is no significant difference between the relative peak strain of the freezethawed concrete with 25 cycles and the unfrozen concrete.(e)Cooling methods have different effects on the degradation of concrete under different number of freezethaw cycles. When N ≤ 35, there is no significant difference in the effect of different cooling methods on compressive strength, but when N > 35, watercooling is more disadvantageous on the compressive strength of concrete.(f)A constitutive model for uniaxial compression concrete after freezethaw cycles and then exposure to high temperatures was established and a good agreement can be seen with the test results.
Data Availability
All data analyzed during this study are included in this article.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
The authors of this paper gratefully acknowledge the funding support received from the National Natural Science Foundation of China (Grant no. 51878550) and the project of the Education Department of Shaanxi Provincial Government of China (Grant nos. 18JS066 and 2014SZS04P05).
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Copyright © 2019 Qifang Xie 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.