# Temperature Field of Concrete Cured in Winter Conditions Using Thermal Control Measures

Authors: Tuo Shi; Chunlin Deng; Jiaqi Zhao; Pingxiang Ding; Zhihong Fan
Journal: Advances in Materials Science and Engineering
 (2022)

---

## Abstract

In order to obtain the construction technology of concrete construction at extreme low temperature and ensure the construction quality of concrete in winter, this study investigated the temperature field and compressive performance of concrete specimens cured in the laboratory at a temperature of −10°C using different thermal control measures. A finite element model of the observed temperature field was then established and shown to be in good agreement with the test results. This model was applied to analyse the factors influencing thermally controlled low-temperature concrete curing in winter. The results showed that concrete cast at −10°C using rock wool insulation covering and heated formwork for thermal control met the relevant performance requirements. Finally, the proposed temperature field model and thermal control measures were successfully applied to the construction of a concrete box girder in winter conditions.


---

## Body

## 1. Introduction

When the outdoor daily average temperature is below 5°C for five consecutive days, concrete casting is classified as a winter construction activity [1]. Owing to the requirements of aggressive construction scheduling, it was necessary to cast the box girders for a bridge project during the winter in northern China, which can be quite cold with an average temperature below 0°C [2].When the ambient temperature drops below 0°C, the free water inside of fresh concrete will freeze, leading to a volumetric expansion of about 9%. The stress induced by the formation of large ice crystals can readily expand and crack the concrete, resulting in internal deterioration of concrete. In addition, the hydration of cementitious materials inside the concrete is considerably reduced in a low-temperature environment; as the temperature drops below zero, the hydration process of cementitious materials slows down or even stops, resulting in irreparable damage to the concrete.At curing temperatures below 5°C, concrete compressive strength has been observed to develop particularly slowly with curing time. Indeed, after curing at 3°C for 7 d, the compressive strength will only reach about 80% of that achieved by standard curing at 20°C for 7 d [3]. When the ambient temperature is 0°C, the final 28 d strength of mass concrete heated by only the process of hydration will only reach about 70% of that achieved by standard curing [4]. Thus, the low-temperature environment is not conducive to the strength development and rapid production of concrete structures [5]. As a result, a great deal of research has been conducted to investigate the specific effects of low-temperature curing conditions on concrete characteristics and identify methods to mitigate those effects.Melnik [6] used the three-dimensional unsteady temperature field mathematical model to calculate concrete strength when cured in winter. Marzouk and Hussein [7] found the compressive strength of high-strength concrete to be directly proportional to the applied curing temperature. Khatib [8] studied the effect of low-temperature curing on the compressive strength of metakaolin concrete and found that the optimal quantity of metakaolin not only improved the concrete strength but also reduced the shrinkage. Barna et al. [9] and Karagol et al. [10] found that concrete containing antifreeze can be cured at low temperatures and still meet the design requirements. El-Hassan et al. [11] studied the performance of alkali slag concrete using different curing systems and found that indirect water curing improved the compressive strength. Consoli et al. [12] reported that increasing the curing temperature can improve the compressive strength and splitting tensile strength of a sand/coal/fly ash/lime mixture, and Zhang et al. [13] found that an increase in curing temperature from 5°C to 50°C accelerated the hydration of cement. Korhonen [14] concluded that the low-temperature admixture standard proposed by the American Society of Civil Engineering should be widely applied. Shi et al. [15] simulated the change in hydration heat of concrete components over time when curing at low temperatures using the finite element method to obtain an effective prediction model. Yao et al. [16] studied the temperature field and temperature stress in a single-chamber box girder heated by warm air inside the girder when cast in winter, finding that the considered measures could be applied to effectively realise winter concrete construction. Choi et al. [17] and Zhang et al. [18–20] got good results by applying new materials to concrete construction based on the study of concrete properties at low temperatures.In previous studies, the temperature field and strength of concrete were studied when casting at low temperatures of 5–10°C. However, the casting of concrete at temperatures below 0°C has been considered less often. The method evaluated by Yao et al. [16] could be effective in subfreezing temperatures, but the use of hot air inside a box girder duct is necessarily limited to the casting of box girder structures. At present, little research has been published investigating the impact of comprehensive thermal control measures such as heated formwork, a cast-in electric heating band, and rock wool insulation covering on concrete construction in winter. Therefore, in this paper, the temperature fields in concrete structures protected by these comprehensive thermal control measures were investigated when casting at a constant temperature of −10°C, and the resulting mechanical properties were analysed to quantify their effects and inform a finite element simulation of the temperature field for use in the design of winter casting processes.


## 2. Materials and Methods

The design strength of the concrete used in the specimens evaluated in this study was C55, and the mix contents and their proportions are given in Table1. The cementitious materials were p.o52.5 ordinary Portland cement from Laishui Jinyu Jidong Environmental Protection Technology Co. Ltd. and mineral powder grade S95 granulated blast furnace slag from Hebei Qianjin Metallurgical Technology Co. Ltd. The fine aggregate was medium sand from the zone II sand quarry production of Zhangjiakou Futai Mining Co. Ltd., and the coarse aggregate was gravel produced by Laishui Shunhe Building Materials Co. Ltd. Finally, the superplasticiser was a polycarboxylic acid superplasticiser from Subot Co. Ltd.Table 1
Mix proportions (kg/m3).
WaterCementMineral powderCoarse aggregateFine aggregateWater-reducing agent1544653210856935.88The test specimens were 70 cm × 70 cm × 50 cm concrete prisms. The ambient temperature was set to −10°C, and the casting temperature was about 8°C. The thermal control measures evaluated in this study included ① rock wool thermal insulation, ② heated steel formwork, and ③ cast-in electric heating band, considered individually and in several combinations, as shown by the experimental scheme given in Table2. Schematics of the specimens with their thermal control measures are shown in Figure 1.Table 2
Experimental scheme.
Specimen no.Applied thermal control measures1① Rock wool insulation2① Rock wool insulation and ② heated steel formwork3① Rock wool insulation and ③ cast-in electric heating band4① Rock wool insulation, ② heated steel formwork, and ③ cast-in electric heating bandFigure 1
Schematic diagrams of test specimens (cm): (a) front view of specimen 1, (b) front view of specimen 2, (c) front view of specimen 3, (d) top view of specimen 3, (e) front view of specimen 4, and (f) top view of specimen 4.
(a)(b)(c)(d)(e)(f)The thermal control measures applied in this study are shown in Figure2 and described as follows. ① Rock wool insulation: a layer of rock wool thermal insulation material was wrapped around the outside of the specimen to reduce heat loss. ② Heated steel formwork: a continuous resistance wire was attached to the steel formwork following a helical path with 10 cm between runs to heat the steel and thus the concrete within using electrical power. ③ Cast-in electric heating band: a thermoelectric belt was shaped into a spiral with a diameter of 2 cm and a pitch of 5 cm and cast inside the concrete to generate internal heat when powered. Note that in this study, the heated steel formwork and electric heating band were powered on at the completion of pouring and turned off after 5 d of continuous heating to provide heat during the peak of hydration.Figure 2
Photos of thermal control measures. (a) Heated steel formwork. (b) Electric heating band. (c) Test specimen wrapped in rock wool insulation.
(a)(b)(c)The layout of temperature measurement points of each test specimen is shown in Figure3. The temperature was measured at each point using a resistance-based temperature sensor with a range of −40°C∼200°C and a measurement accuracy of 0.1°C. An automatic data acquisition system was applied to collect data every 30 min.Figure 3
Layout of temperature measurement points (cm).To verify the effect of each thermal control measure, rebound hammer and drill core sample compressive strength tests were conducted on each specimen after 28 d of curing. The latter were conducted using 100 mm long and 100 mm diameter cylindrical drill core samples collected from the specimen locations shown in Figure4.Figure 4
Schematic diagram of drill core sampling locations (cm): (a) front view and (b) top view.
(a)(b)For comparison, a batch of standard test cubes was also cast using the same mix proportions shown in Table1 and cured under standard conditions of 20°C and 95% humidity for compressive strength testing after 28 d.


## 3. Results

The temperature field measurements collected from specimens 1 to 4 are shown in Figure5.Figure 5
Temperature field measurements during hydration for (a) specimen 1, (b) specimen 2, (c) specimen 3, and (d) specimen 4.
(a)(b)(c)(d)The temperature at each measurement point in specimen 1 can be observed to have initially increased to a peak hydration temperature of 30.4°C at the core location (T3) after 37 h before declining and finally approaching the ambient temperature. In specimens 2, 3, and 4, the temperature at each measurement point increased much faster to much higher levels, reaching peak hydration temperatures of 66.3°C, 53.5°C, and 68.0°C, respectively, at T3 after 35 h. The presence of the thermal control measures then clearly slowed the decrease in specimen temperatures until they were discontinued after 5 d, when the temperatures of the specimens began to decrease rapidly.To analyse the variation and characteristics of the hydration temperature field of each specimen, key data from the test results at T3 are compared in Table3.Table 3
Key concrete temperature data at core measurement location T3.
Specimen no.Peak hydration heat (°C)Average heating rate (°C/h)Temperature at 5 d (°C)Average cooling rate (°C/h)Maximum internal/external temperature difference (°C)Temperature at 7 d (°C)130.30.823.80.272.7−1.3266.31.8960.20.784.714.9354.61.8239.40.6615.32.3468.01.9260.30.807.315.4The data in Table3 show that the peak hydration heat at T3 in specimen 1 was only 30.3°C, and its average heating rate was 0.82 °C/h, both of which were the lowest values among the four specimens. The corresponding 5 d and 7 d temperatures were also the lowest. This occurred because the temperature of specimen 1 was controlled only by external covering with rock wool insulation; thus, the only heat provided was generated by hydration and then lost to the low ambient temperature, resulting in an insufficient degree of hydration reaction, as reflected by the overall temperature field of the specimen.The temperatures of specimen 2 were considerably higher than those of specimen 3, except for the maximum temperature difference, indicating that the effect of heated steel formwork was superior to that of the cast-in electric heating band.The differences between the temperatures of specimens 2 and 4 were small, indicating that rock wool insulation and heated steel formwork were sufficient to ensure thermal control; thus, there is no need to provide additional measures such as the cast-in electric heating band.The surface rebound hammer and core drilling sample test results are shown for each specimen in Figure6, in which it can be observed that the compressive strength measured by the rebound hammer test was consistent with that obtained by testing the drill core samples. The 28 d compressive strength of standard curing test cubes reached 65.1 MPa, whereas the 28 d compressive strengths of specimen 1 and 3 drill core samples failed to reach the design strength of 55 MPa with values of 50.2 MPa and 52.2 MPa, respectively. However, the 28 d compressive strengths of specimen 2 and 4 drill core samples were similar at 58.6 MPa and 60.1 MPa, respectively, exceeding the design strength while remaining below the 28 d strength of the standard curing test cubes. These results indicate that the combined application of rock wool insulation and heated steel formwork can ensure that the strength of a concrete structure cast at −10°C will meet the design requirements.Figure 6
Comparison of test specimen strength results.


## 4. Finite Element Simulation

### 4.1. Construction and Verification of Finite Element Model

A finite element model of the temperature field in curing concrete was established using the ANSYS software package to study the factors influencing the curing of concrete in winter conditions when applying thermal control measures. This model comprised the concrete test specimen, steel formwork, and rock wool insulation, all of which were modelled using the solid70 element. The thermodynamic parameters of each material were defined as shown in Table4. The completed model contained 374880 nodes and 359110 units and is shown in Figure 7.Table 4
Thermal parameters of materials.
MaterialsDensity (kg/m3)Specific heat capacity (kJ/m3·°C)Thermal conductivity (kJ/m·h·°C)Concrete24500.9810.09Steel78500.45199.12Rock wool14901.220.72Figure 7
Finite element model.The temperature of the cast concrete in the model was set to 8°C, and the ambient temperature was set to −10°C to match the test conditions. The thermal control measures applied were consistent with those for specimen 2: the rock wool thermal insulation, modelled as discussed previously, and heated steel formwork. The changes in temperature over time at the representative core location (T3) and edge location (T7) were selected for analysis, and the results of the finite element simulation were compared with those of the test in Figure8. The results show that the finite element simulation results were basically consistent with the experiment results, confirming the accuracy of the temperature field model established in this study.Figure 8
Comparison of finite element simulation results and test results at measurement locations (a) T3 and (b) T7.
(a)(b)


## 4.1. Construction and Verification of Finite Element Model

A finite element model of the temperature field in curing concrete was established using the ANSYS software package to study the factors influencing the curing of concrete in winter conditions when applying thermal control measures. This model comprised the concrete test specimen, steel formwork, and rock wool insulation, all of which were modelled using the solid70 element. The thermodynamic parameters of each material were defined as shown in Table4. The completed model contained 374880 nodes and 359110 units and is shown in Figure 7.Table 4
Thermal parameters of materials.
MaterialsDensity (kg/m3)Specific heat capacity (kJ/m3·°C)Thermal conductivity (kJ/m·h·°C)Concrete24500.9810.09Steel78500.45199.12Rock wool14901.220.72Figure 7
Finite element model.The temperature of the cast concrete in the model was set to 8°C, and the ambient temperature was set to −10°C to match the test conditions. The thermal control measures applied were consistent with those for specimen 2: the rock wool thermal insulation, modelled as discussed previously, and heated steel formwork. The changes in temperature over time at the representative core location (T3) and edge location (T7) were selected for analysis, and the results of the finite element simulation were compared with those of the test in Figure8. The results show that the finite element simulation results were basically consistent with the experiment results, confirming the accuracy of the temperature field model established in this study.Figure 8
Comparison of finite element simulation results and test results at measurement locations (a) T3 and (b) T7.
(a)(b)


## 5. Analysis of Influencing Factors

The finite element model was used to study the effects of different ambient temperatures, casting temperatures, and specimen sizes on the temperature field distribution and change in concrete temperature over time owing to the rock wool insulation and heated formwork thermal control measures. In these simulations, the heated formwork was applied for 5 d under the parameters shown in Table5.Table 5
Temperature field simulation parameters.
Working conditionAmbient temperature (°C)Casting temperature (°C)Specimen dimensions (cm)A010Size 1: 70 × 70 × 50−1010Size 1: 70 × 70 × 50−2010Size 1: 70 × 70 × 50−3010Size 1: 70 × 70 × 50B−105Size 1: 70 × 70 × 50−1010Size 1: 70 × 70 × 50−1015Size 1: 70 × 70 × 50−1020Size 1: 70 × 70 × 50C−1010Size 1: 70 × 70 × 50−1010Size 2: 140 × 140 × 100−1010Size 3: 210 × 210 × 150−1010Size 4: 280 × 280 × 200The changes in concrete temperature over time at locations T3 and T7 under various working conditions were selected for analysis, and the results are shown in Figures9–11.Figure 9
Change in concrete temperature over time according to ambient temperature at (a) T3 and (b) T7.
(a)(b)Figure 10
Change in concrete temperature over time according to casting temperature at (a) T3 and (b) T7.
(a)(b)Figure 11
Change in concrete temperature according to specimen size at (a) T3 and (b) T7.
(a)(b)Figure9 shows that when applying the rock wool insulation and heated formwork, the temperatures at T3 and T7 were less affected by the ambient temperature in the heating and stable stages but significantly affected by the ambient temperature in the cooling stage. This indicates that in the heating and stable stages, the temperature of the concrete was heavily affected by the heated formwork, which overcame the influence of the ambient temperature. However, in the cooling stage, the heated formwork was deactivated, causing the concrete temperature to slowly decrease until it was consistent with the ambient temperature. The lower the ambient temperature, the faster the cooling rate.Thus, the use of rock wool insulation and heated formwork in winter conditions can provide a better environment for early age concrete curing, helping to form the appropriate early strength even at low temperatures.Figure10 shows that when using rock wool insulation and heated formwork, the casting temperature had little effect on the concrete temperature at T3 or T7 because the casting temperature primarily affects the rate of heat generation and peak hydration heat of the concrete. However, the applied thermal control measures quickly caused the concrete cast at different temperatures to rapidly reach the same curing temperature. As a result, the influence of casting temperature was very small and can be ignored.Thus, the application of rock wool insulation and heated formwork when curing a concrete structure can obviate the need to preheat the mix and formwork beyond a convenient degree, simplifying the construction process.Figure11 shows that the use of rock wool insulation and heated formwork on different size specimens had a much greater impact on the concrete temperature at T3 than at T7. Indeed, when the concrete specimen was small, the temperature at the core was considerably affected by the heated formwork, showing an obvious temperature stability section. When the concrete specimen was large, T3 was far from the heated formwork and therefore less affected by it; thus, the core temperature exhibited the typical characteristics of an initial increase owing to hydration heat followed by a slow decrease. The larger the specimen size, the greater the peak value of hydration heat at T3 and the slower the subsequent cooling rate. However, at the edge of the concrete specimen, the concrete temperature was primarily influenced by the adjacent heated formwork. As a result, the temperature at T7 was consistently higher than the ambient temperature in the early stage and thus closer to the heat of hydration in the core at T3 regardless of the size of the specimen.Therefore, the use of rock wool insulation and heated formwork for thermal control of concrete cast in winter conditions can effectively reduce the difference between the internal and external temperatures.In summary, the use of rock wool insulation and heated formwork to control the temperature of concrete can help to avoid the adverse effects of cold ambient curing temperatures and ensure concrete construction quality in winter.


## 6. Engineering Application

To demonstrate the engineering application of the evaluated temperature control measures, the on-site casting of box girders for a bridge project during winter is considered in this section. The average ambient temperature during casting was −5°C, and the minimum temperature was −13°C. The box girder size and measurement point layout are shown in Figure12. First, the temperature field in the box girder was predicted using the verified finite element modelling approach with the proposed thermal control measures. The finite element model of the box girder is shown in Figure 13, and its simulated temperature field after 40 h of curing is shown in Figure 14. The changes in temperature over time at representative measurement points in the finite element simulation are compared in Figure 15 with data collected during an on-site curing test.Figure 12
Box girder geometry and measurement point layout (cm).Figure 13
Box girder finite element model.Figure 14
Simulated box girder temperature field after 40 h curing.Figure 15
Change in temperature over time at box girder measurement points.Figure15 shows that the change in temperature over time determined using the finite element model was in good agreement with the measured results, indicating that the temperature field model proposed in this paper can effectively predict the temperature field of concrete cured in winter conditions using thermal control measures.Finally, a rebound hammer test was conducted to determine the 28 d strength of the box girder, which was found to meet the design requirements. It was thus again verified that the use of the rock wool insulation and heated steel formwork thermal control measures can help to ensure appropriate construction quality of concrete cured in low-temperature conditions.


## 7. Conclusions

(1)
The use of rock wool insulation and heated steel formwork can ensure that concrete cured at −10°C will meet the design and specification requirements for structural strength and temperature difference between the inside and outside of the concrete body.(2)
The use of rock wool insulation and heated steel formwork can be readily applied to concrete construction in winter, resulting in a relatively stable temperature field regardless of concrete casting temperature, ambient temperature, or specimen size.(3)
The temperature field finite element model proposed and applied in this study accurately predicted the temperature field of concrete cured at low temperature using thermal control measures and can therefore provide a basis for the analysis of temperature problems related to concrete construction in winter conditions.



---

*Source: 7255601-2022-01-18.xml*