Influence and Mechanism Research of Hydration Heat Inhibitor on Low-Heat Portland Cement

Introduction

Thermal cracking control (Springenchmid et al., 1985; Springenschmid, 1994; Springenschmid, 1994; Springenschmid, 1998; David et al., 2005) has always been a hot subject widely researched by engineers. The hydration heat of cementitious materials is the main factor that leads to thermal cracking of mass concrete. In order to control the temperature rise of cementitious materials in engineering, low-heat Portland cement and mineral admixture (Wang et al., 2021; Wang et al., 2021) are often adopted. For hydraulic concrete, temperature needs to be strictly controlled. Low-heat Portland cement is a good choice due to the low hydration heat. In 1933, during the construction of the Hoover Dam (Katie and Westin, 2010; Timothy, 2010) in the United States, low-heat Portland cement was used to control the risk of concrete thermal cracking. The ASTM IV cement standard set on the basis of low-heat Portland cement of the Hoover Dam is still in use today.

By adjusting the mineral composition of cement clinker and taking C₂S as the main mineral, low-heat Portland cement (Mizobuchi, 1998; Yang et al., 2007; Ji et al., 2012; MORI et al., 2012; Li, 2014; QIU et al., 2017; Fan et al., 2018; Wang et al., 2018; Wang et al., 2021) has realized the purpose of reducing the hydration heat release of cement and improving the strength and durability. Using low-heat Portland cement to prepare concrete will effectively reduce the hydration heat. It can significantly reduce the temperature of concrete and avoid the risk of thermal cracking (Mizobuchi, 1998). In order to control the temperature rise in hydraulic engineering, it is often necessary to take other construction measures such as embedded cooling water pipe and mixing with ice in addition to using low-heat Portland cement. All these measures lead to additional construction time and cost.

Hydration heat inhibitor (Zhao et al., 201310289190; Jia et al., 2013; Zhang et al., 2018; Kim, 2018; Mwaluwinga et al., 1997; Chang Gun and Ismail, 2014; Makul and Sua-Iam, 2018) is a kind of admixture emerging in recent years. It can regulate the heat release rate of cement to reduce the peak value of temperature. The risk of thermal cracking can be reduced by adding the inhibitor to concrete using Portland cement. It has been applied in many civil construction projects (Jia et al., 2013) to achieve good results. However, no one has studied the control effect of hydration heat inhibitor on low-heat Portland cement in hydraulic mass concrete engineering. For a long time, the pursuit of lower temperature rise or even zero temperature rise of concrete is the ideal of engineers. It is of great significance to the thermal cracking control of mass concrete.

The influence of MSR on the heat release of low-heat Portland cement was investigated by microcalorimetry. The peak cutting effect of MSR on the temperature of low-heat Portland cement was verified by a semi-adiabatic temperature rise test. The micro-properties of low-heat Portland cement mixed with MSR were studied by XRD, SEM, and TG-DSC. Furthermore, the influence of MSR on the hydration heat release of cement single mine was proved by a microcalorimeter.

Materials and Methods

Raw Materials

Low-heat Portland cement with a surface area of 329°m²/kg and a density of 3.12 g/m³ was used. The chemical composition of cement is listed in Table 1. Figure 1 shows the XRD patterns of single mine. Then, polyethylene wax with 4,000 average molecular weight and 115°C melting point was used. Figure 2 shows the GPC curve of the polysaccharide. The molecular weight distribution is shown in Figure 3.

TABLE 1

TABLE 1. Chemical composition of low-heat Portland cement.

FIGURE 1

FIGURE 1. XRD patterns of single mine.

FIGURE 2

FIGURE 2. GPC curve of the polysaccharide.

FIGURE 3

FIGURE 3. Molecular weight distribution data.

Preparation of MSR

The MSR was prepared by centrifugal spray granulation with high-molecular-weight polysaccharide as the core material and polyethylene wax as the wall material. The wall material/core material mass ratio was 1.

The polyethylene wax was placed in a reactor and heated to 120°C until it melted into liquid. A uniform liquid mixture was obtained after adding the polysaccharide in proportion through stirring. In order to avoid the breakdown of the polysaccharide into monosaccharides, the temperature of the mixture could not exceed 130°C for a long time. The MSR was prepared by centrifugal spray granulation. The particle size of MSR could be controlled according to the rotating speed of the centrifuge. The MSR with particle size between 0.16 and 0.30 mm was chosen for this study.

Experimental Methods

Semi-diabatic Temperature Rise Test of Cement Paste

The semi-adiabatic temperature rise test of cement paste was carried out in a foam chamber with a water/cement mass ratio of 0.35. Figure 4 shows the polystyrene foam box, with an external size of 210 mm × 110 mm × 130 mm, an internal size of 180 mm × 80 mm × 100 mm, and a wall thickness of 15 mm. The temperature sensor was at the center point of the long side, as shown in Figure 4. Experiments were carried out at (20 ± 2)°C. Cement paste of (2,500.0 ± 5.0)°g was poured into the foam box. Then, the foam box was sealed by tape sealing. The test began, and the temperature was recorded. The test could be terminated when the temperature of cement paste dropped to 22°C.

FIGURE 4

FIGURE 4. Semi-adiabatic temperature rise test device.

Hydration Heat

The heat release process of cement was measured by a microcalorimeter (TA CO., TAM Air) with a sensitivity of 0.4 μJ and a baseline stability of ±0.08 μW/h. All experiments were kept at (20 ± 1)°C. The water/cement mass ratio (W/C) of the paste was set at 0.5 to achieve the good flowability of cement paste and the good dispersion of MSR. The paste was mixed for 2 min at 3,200 rpm before putting in the calorimeter.

Microscopic Characteristics

Phase analysis of cement was investigated by the D8 ADVANCE X-ray diffractometer (Bruker, Karlsruhe, Germany) with Cu-Kɑ radiation (k = 0.154 nm). The scanning range was 5°–80° with a scanning rate of 0.02°/s.

The hydrate morphologies of cement at 1, 3, 7, and 28d were examined by a Quanta250 Field Emission Scanning Electron Microscope (FEI, Hillsboro, OR, United States). The vacuum-overdried sample was coated with 15 nm of gold to make it conductive before observation.

A thermal analyzer was used to acquire thermogravimetric (TG) and differential scanning calorimetry (DSC) curves of cement. The heating rate was 10°C/min under nitrogen gas flow, and the weight losses were recorded between room temperature and 1,000°C.

Setting Time and Compressive Strength Test

The setting time was determined according to ASTM C191 2001c. The Vicat apparatus was utilized to test the initial and the final setting time.

The compressive strength of cement mortar with MSR at 3, 7, and 28 days was investigated by GB/T 17671-1999. The size of the specimen was 40 mm × 40 mm × 160 mm. The test was carried out in an environment with a temperature of 20°C and relative humidity of 90%.

Results and Discussion

Semi-diabatic Temperature Rise

Figure 5 shows the semi-adiabatic temperature rise of cement paste with different dosage of MSR. With the increase in MSR, the maximum temperature decreased and the occurrence time of the maximum temperature was delayed. In addition, with proceeding of the reaction, the temperature difference with different dosage of MSR gradually decreased and finally tended to be at the same level. Compared with the reference, the maximum temperature of cement with 0.2% MSR decreased by 32% and that with 0.3% MSR by 52%. The heat release time of 0.2% MSR was 64% longer than that of reference. The heat release time of 0.3% MSR was 1.3 times longer than that of reference. At the same time, it should be pointed out that the temperature with 0.3% MSR showed double peaks. It indicated that the addition of 0.3% MSR not only led to the decrease in the maximum temperature but also played a certain regulating role in the maximum temperature. After the MSR was added, the polysaccharide in the MSR was continuously released during the reaction. The hydroxyl groups of the polysaccharide adsorbed on the surface of the cement particles, leading to delay of hydration of the cement. In conclusion, the MSR can significantly reduce the heat release rate and delay the heat release time of the cement. Meanwhile, it can also play a certain role in the heat release process.

FIGURE 5

FIGURE 5. Semi-adiabatic temperature rise of cement paste.

Setting Time and Strength

The setting time will affect the slump loss of concrete. Figure 6 shows the influence of MSR on setting time of low-heat Portland cement. With the addition of MSR, the setting time was prolonged correspondingly. When the MSR content was 0.2%, the initial setting time was prolonged 230 min and the final setting time was prolonged 237 min. When the MSR content was 0.3%, the initial setting time reached 974 min and the final setting time reached 1104 min. The core material contains some small molecules of monosaccharides, which quickly dissolve into the solution in the early stage. The hydroxyl groups in the monosaccharide adsorb on the surface of the cement particles to form a barrier, which hinders the progress of hydration and causes the delay of setting time. The higher the MSR content, the longer the setting time. The increase in setting time is linearly related to the dosage. The MSR can be used to replace part of the retarder. The equations should be inserted in editable format from the equation editor.

FIGURE 6

FIGURE 6. Initial and final setting time determined as per ASTM C191 with different dosage of MSR.

Figure 7 shows the flexural strength and compressive strength of cement mortar with different dosage of MSR. It can be seen that the flexural strength and compressive strength of cement mortar decreased significantly with the increase in MSR at 3 days. The difference in strength between cement mortar with MSR and reference decreased or even disappeared at 28 days. The flexural strength of cement mortar with 0.2 and 0.3% MSR, respectively, decreased by 30 and 43% compared with control at 3 days. After 28 days, the flexural strength of cement mortar with 0.2% MSR decreased by 8% compared with control, and the flexural strength of cement mortar with 0.3% MSR decreased by 8%. In 3 days, the compressive strength of cement mortar with 0.2% MSR decreased by 27%, and the compressive strength of cement mortar with 0.3% MSR decreased by 50%. At 28 days, the two groups of samples mixed with MSR were equal to the control mortar. In conclusion, the MSR has a negative effect on strength of mortar at an early age, and the effect is positive correlation with the MSR content. With the increase in age, the effect of MSR on strength is gradually weakened. There is no obvious negative effect at 28 days. Due to the influence of MSR on the temperature and strength of cement mortar, the optimal dosage of MSR is 0.3%. With 0.3% MSR, the heat release rate can be significantly reduced and the 28-day strength cannot be adversely affected.

FIGURE 7

FIGURE 7. Strength of cement mortar with different dosage of MSR: (A) flexural strength; (B) compressive strength.

Mechanism of Hydration Heat Release Rate Reduction

Heat Release Process and Hydration Kinetics Analysis

Figure 8 shows the hydration rate and cumulative heat of low-heat Portland cement with different MSR dosage. The hydration rate of cement decreased, and the occurrence time of maximum heat release rate was delayed. The effect was positive correlation with the dosage of MSR. Under different MSR contents, the heat release was gradually approached with hydration. Specifically, the maximum heat release rate of the sample with 0.2% MSR decreased by 12% compared with control, while the maximum heat release rate of the sample with 0.3% MSR decreased by 15% compared with control. In terms of heat release, the exothermic curve of control and the sample with MSR was different in the early stage. As the reaction went on, the hydration heat curve gradually approached and tended to flatten out in the last.

FIGURE 8

FIGURE 8. Microcalorimetric curve of cement paste with 0.4 W/C under the constant test temperature of 20°C showing (A) heat flow rate and (B) cumulative hydration heat.

As a porous shell, the wall material creates a barrier between the polysaccharide and the cement phase. The concentration difference between the inside and the outside of the porous shell causes the core material to diffuse to the external solution. The diffusion velocity follows Fick’s law. According to Fick’s first law, the diffusion flux is proportional to the concentration gradient. At the beginning of diffusion, the concentration gradient is the largest and the diffusion flux is large. With proceeding of diffusion, the concentration gradient decreases. The diffusion becomes slow and finally tends to equilibrium. With the development of diffusion, the concentration of polysaccharide in the cement system increases, while the concentration in microcapsules decreases. The diffusion slows down, and the effect of microcapsules on cement decreases. In conclusion, the MSR significantly inhibits the hydration rate of cement but has no significant effect on the total amount of heat release from cement hydration. The result is consistent with the temperature change of mortar.

At present, the most common experimental method to study the hydration kinetics of cement-based materials is to measure the isothermal hydration exothermic curve of cement-based materials. According to the exothermic characteristics of hydration, the heat release process of cement-based materials can be generally divided into five stages: The rapid reaction period corresponds to the first exothermic peak on the curve of heat release rate. During the induction period (quiescent period), the hydration reaction is relatively inactive. The acceleration period and deceleration period constitute the second exothermic peak on the curve of heat release rate. During the recession (end) period, the rate of heat release gradually approaches zero. Cement mineral composition, cement fineness, water/cement mass ratio, temperature, mineral admixtures, and admixtures affect the reaction rate and duration of each stage of hydration reaction.

Since heat release before the end of the induction period (i.e., the area covered by the first exothermic peak of the exothermic rate curve) generally only accounts for about 5% of the total heat release, it can be ignored relative to the whole hydration process. In practical engineering, the time interval between concrete mixing and pouring is often more than 0.5 h, and the hydration of cement-based materials has entered the induction period. The influence of the first exothermic peak can be implied in the initial casting temperature of concrete. In research, the influence of the first exothermic peak is usually ignored, that is, the discussion starts from the end of the induction period. In the Krstulovic–Dabic model (Krstulovic and Dabic, 2000) of hydration reaction of cement-based materials, the kinetic equation describing the relationship between the hydration degree and the reaction time can be written as follows.Nucleation and crystal growth, NG:

${\left[\mathit{-ln}\left(\mathit{1-\alpha }\right)\right]}^{\frac{\mathit{1}}{\mathit{n}}}\mathit{=}{\mathit{K}}_{\mathit{1}}\left(\mathit{t–}{\mathit{t}}_{\mathit{0}}\right)\mathit{=}{\mathit{K}}_{\mathit{1}}^{\mathit{\prime }}\left(\mathit{t–}{\mathit{t}}_{\mathit{0}}\right).(1)$

Interactions at the phase boundary, I:

${\left[\mathrm{1-(1-\alpha }{\mathrm{)}}^{\frac{\mathrm{1}}{\mathrm{3}}}\right]}^{\mathrm{1}}\mathrm{=}{\mathrm{K}}_{\mathrm{2}}{\mathrm{r}}^{\mathrm{-1}}\left(\mathrm{t–}{\mathrm{t}}_{\mathrm{0}}\right)\mathrm{=}{\mathrm{K}}_{\mathrm{2}}^{\mathrm{\prime }}\left(\mathrm{t–}{\mathrm{t}}_{\mathrm{0}}\right).(2)$

Diffusion, D:

${\left[\mathrm{1-(1-\alpha }{\mathrm{)}}^{\frac{\mathrm{1}}{\mathrm{3}}}\right]}^{\mathrm{2}}\mathrm{=}{\mathrm{K}}_{\mathrm{3}}{\mathrm{r}}^{\mathrm{-2}}\left(\mathrm{t–}{\mathrm{t}}_{\mathrm{0}}\right)\mathrm{=}{\mathrm{K}}_{\mathrm{3}}^{\mathrm{\prime }}\left(\mathrm{t–}{\mathrm{t}}_{\mathrm{0}}\right).(3)$

By differentiating Equations 1–3, kinetic equations 4–6 can be obtained, which, respectively, represent the hydration rates of NG, I, and D processes.NG process differential expression:

$\frac{\mathrm{d\alpha }}{\mathrm{dt}}\mathrm{=}{\mathrm{F}}_{\mathrm{1}}\left(\mathrm{\alpha }\right)\mathrm{=}{\mathrm{K}}_{\mathrm{1}}^{\mathrm{\prime }}\mathrm{n}\left(\mathrm{1-\alpha }\right){\left[\mathrm{-ln}\left(\mathrm{1-\alpha }\right)\right]}^{\frac{\mathrm{n-1}}{\mathrm{n}}}.(4)$

I process differential expression:

$\frac{\mathrm{d\alpha }}{\mathrm{dt}}\mathrm{=}{\mathrm{F}}_{\mathrm{2}}\left(\mathrm{\alpha }\right)\mathrm{=}{\mathrm{K}}_{\mathrm{2}}^{\mathrm{\prime }}\mathrm{·3}{\left(\mathrm{1-\alpha }\right)}^{\frac{\mathrm{2}}{\mathrm{3}}}.(5)$

D process differential expression:

$\frac{\mathrm{d\alpha }}{\mathrm{dt}}\mathrm{=}{\mathrm{F}}_{\mathrm{3}}\left(\mathrm{\alpha }\right)\mathrm{=}\frac{{\mathrm{K}}_{\mathrm{3}}^{\mathrm{\prime }}\mathrm{.3}{\left(\mathrm{1-\alpha }\right)}^{\frac{\mathrm{2}}{\mathrm{3}}}}{\left[\mathrm{2-2}{\left(\mathrm{1-\alpha }\right)}^{\frac{\mathrm{1}}{\mathrm{3}}}\right]}.(6)$

In Equations 1–6, α is the hydration degree; K1(K′1), K2(K′2), and K3(K′3) are the reaction rate constants of three hydration reactions, respectively; T₀ is the end time of the induction period; n is the reaction order; and r is the diameter of the particles involved in the reaction.

Figure 9 shows the hydration reaction rate and simulation curve calculated according to Equations 1–3 under different MSR dosage. Heat released before the induction period will not accumulate in the concrete.

FIGURE 9

FIGURE 9. Heat release rate curve showing (A) control, (B) low-heat cement with 0.2% MSR, and (C) low-heat cement with 0.3% MSR.

It can be seen from Figure 9 that curves F₁ (α), F₂ (α), and F₃ (α) can better piece-wide fit the change in hydration rate of low-heat cement. The hydration kinetics of cement with different MSR contents all experienced three stages: nucleation and crystal growth (NG), interactions at the phase boundary (I), and diffusion (D). This shows that the hydration of low-heat cement is a complex process and different stages are controlled by different reaction mechanisms. On the contrary, with the increase in MSR content, the hydration reaction rate changed significantly. In the first stage, from the perspective of the chemical reaction order n, with the increase in MSR content, the chemical reaction order showed an upward trend, indicating that, with the increase in MSR content, the influence of the MSR concentration involved in the system on the chemical reaction increased. The chemical reaction rate K′₁ is only related to the reaction temperature and reaction system. In this test, the reaction temperature is certain, and K′₁ gradually decreases with the increase in MSR content, indicating that the addition of MSR reduces the chemical reaction rate of the system. When the conversion rate is between 0 and α1, the reaction moves from the stage of nucleation and crystal growth (NG) to the phase boundary reaction control stage. As can be seen from Table 2, K′₂ shows a downward trend with the increase in MSR content. When the reaction degree exceeds α2, the reaction is controlled by diffusion (D), and the increase in MSR does not cause a significant change in reaction rate K′₃, indicating that the MSR has no significant effect on the reaction rate during the diffusion stage.

TABLE 2

TABLE 2. Dynamic parameters of the hydration process.

Heat Release Process of Single Mine

The hydration reaction of cement is essentially the reaction between the active minerals and water. For Portland cement, the mineral composition is mainly C₃S, C₂S, C₃A, and C₄AF. The hydration heat tests of C₃S, C₂S, C₃A, and C₄AF with different dosage of MSR were carried out, in order to expound the effect of MSR on minerals. Figure 10 shows the heat flow rate and cumulative hydration heat of cement single minerals with different dosage of MSR. The peak heat release rate of the four minerals decreased significantly after adding the MSR. However, there was no significant effect on the cumulative hydration heat of minerals with the prolongation of age. Specifically, the maximum heat release rate of C₃S with 0.2% MSR reduced by 43%, while there was no obvious heat release within 192 h when adding 0.3% MSR. The maximum heat release rate of C₂S with 0.2% MSR decreased by 40% and was the same as that of C₃S when adding 0.3% MSR. The MSR also reduced the reaction rate of C₃A and C₄AF. However, C₃A and C₄AF still released heat when adding 0.3% MSR, but the heat release rate was lower than that of reference. This phenomenon may be attributed to the fast reaction of C₃A and C₄AF. In summary, the addition of MSR could only change the heat release rate of minerals but would not affect the cumulative hydration heat of minerals. It should be pointed out that C₃A and C₄AF could still react with 0.3% MSR. It would enable cement hydration to continue in the early stage, thus leading to the rise of temperature in the system and the development of cement strength. This is consistent with the results of semi-adiabatic temperature development, strength development, and heat release process. The conclusion can be theoretically inferred that the main minerals of MSR were C₃S and C₂S, and the effect of MSR on C₃A and C₄AF was limited under the conditions of this experiment.

FIGURE 10

FIGURE 10. Microcalorimetric curve of single mine paste with 0.4 W/C under the constant test temperature of 20°C showing heat flow rate and cumulative hydration heat: (A) C3S; (B) C2S; (C) C3A; (D) C4AF.

As a retarder, the core material of MSR is usually considered to control the setting time by inhibiting the dissolution of solid reactants or the formation of products. The main hydration products of C₃S and C₂S are Ca(OH)₂ and C-S-H gel. During the hydration process, the core material will gradually enter the cement system due to diffusion. The hydroxyl groups of the core material adsorbed on the surface of the cement particles, hindering the contact between cement and water. As a result, this inhibits the reaction of cement. Moreover, the core material can also complexate with the phase containing calcium in the cement. The complexes adsorbed on the surface of calcium hydroxide and C-S-H gel to prevent further hydration products’ formation. In this way, the hydration-inhibiting mechanism of MSR is clarified.

XRD

Figure 11 shows XRD patterns of low-heat Portland cement with different MSR dosage and curing time. The reaction of cement with MSR could still be carried out, and the MSR would not change the hydration product composition of cement. The main reaction products were ettringite and Ca(OH)₂. The effect of MSR on cement hydration could be further analyzed according to ettringite and Ca(OH)₂. At the same age, ettringite showed no significant change with the increase in MSR, while calcium hydroxide gradually decreased with the increase in MSR. It indicated that the MSR inhibited the hydration reaction of cement. It should be pointed out that the inhibition was aimed at Ca(OH)₂ but had no significant effect on ettringite. With the hydration of low-heat Portland cement, the difference in Ca(OH)₂ for cement with different MSR contents gradually decreased. The results were consistent with semi-adiabatic temperature development and strength development. It again confirmed that the MSR could inhibit the hydration rate of cement at an early age, and the inhibition effect became weaker with the increase in hydration.

FIGURE 11

FIGURE 11. XRD patterns of cement paste with MSR: (A) 1 day; (B) 3 days; (C) 7 days.

TG-DSC

Figure 12 shows the TG-DSC curves of low-heat Portland cement with different dosage of MSR and different ages. Figure 13 shows the calcium hydroxide content according to TG. The hydration products of cement were AFm and Ca(OH)₂. Compared with control, Ca(OH)₂ in cement with 0.2% and 0.3% MSR decreased by 36 and 69% at 1 day, respectively. It indicated that the MSR significantly inhibited the hydration of low-heat Portland cement, and the inhibition effect increased with dosage. After 3 days, the amount of Ca(OH)₂ increased, which was only 7 and 20% lower than that of control. It should be pointed out that the growth rate of cement with 0.3% MSR was higher than that with 0.2% MSR. This indicated that the inhibition effect of MSR decreased with age. After 7 days, the hydration products of the cement mixed with 0.2% and 0.3% MSR were only 7.0% lower than those of control. The hydration products of the cement mixed with 0.2% and 0.3% MSR were close to each other. The gap between MSR and control was further narrowed at 28 days. This indicated that the inhibition effect of MSR gradually weakened with the reaction, and the dosage did not affect the final hydration process. The results of TG-DSC were consistent with those of XRD. At the same time, the effect of MSR on the hydration reaction of cement was proved again from the perspective of the production amount of Ca(OH)₂.

FIGURE 12

FIGURE 12. TG-DSC curves of cement with MSR: (A) 1 day; (B) 3 days; (C) 7 days.

FIGURE 13

FIGURE 13. Quantity of Ca(OH)₂.

SEM

Figure 14 shows SEM images of hydration products with different dosage of MSR at different ages. It could be seen that hydration products were still generated at different ages, indicating that the hydration reaction could still proceed normally. The MSR did not change the composition of hydration products. At 1°day, ettringite was found in both control and low-heat Portland cement with 0.3% MSR, but the amount of ettringite in control was more. It indicated that cement hydration could still proceed normally after adding the MSR, and the effect of MSR on cement hydration only showed the inhibition of reaction rate. At 7 days, the main product was Ca(OH)₂. There was no significant difference in Ca(OH)₂ in hydration products between control and low-heat Portland cement with 0.3% MSR (Figures 14C,D). It indicated that the reaction degree difference between control and low-heat Portland cement with 0.3% MSR was close at 7 days and 28 days. SEM confirmed the XRD and TG-DSC results.

FIGURE 14

FIGURE 14. SEM diagram of hydration products of cement: (A) low-heat Portland cement at 1d; (B) low-heat Portland cement with 0.3% MSR at 1d; (C) low-heat Portland cement at 7d; (D) low-heat Portland cement with 0.3% MSR at 7d; (E) low-heat Portland cement at 28d; (F)low-heat Portland cement with 0.3% MSR at 28d.

Conclusion

(1) With the increase in MSR, the semi-adiabatic temperature rise curve changed from a single peak to double peaks. The setting time extended. The flexural strength and compressive strength of cement mortar decreased at 3 days and exceeded those of control at 28 days. When the dosage of MSR was 0.3%, the temperature peak time of MSR was delayed by 130%. The maximum temperature was reduced by 52%. As a result, the MSR can regulate the temperature rise without seriously affecting the early strength.

(2) The maximum heat release rate of cement with 0.3% MSR decreased by 15% compared with control. Hydration kinetics analysis showed that the MSR reduced the reaction rate of the nucleation and crystal growth stage and the phase boundary reaction stage. The hydroxyl groups in the core material of MSR were released slowly, which had complexation with the calcium phase and adsorbed on the surface of silicate minerals. And it could inhibit the hydration of C₃S and C₂S. Low-heat Portland cement with MSR only adjusted the hydration heat release rate and did not affect the cumulative heat. When the dosage of MSR was 0.3%, the heat release rate decreased by 10% compared with control.

(3) After the MSR was added, Ca(OH)₂ in low-heat Portland cement decreased at an early age and remained the same as control at long age. Ettringite was basically unaffected. The microanalysis by XRD, TG-DSC, and SEM showed that the MSR regulated the heat release process of low-heat Portland cement by regulating the hydration of various minerals.

Data Availability Statement

The original contributions presented in the study are included in the article/Supplementary Material, and further inquiries can be directed to the corresponding author.

Author Contributions

FJ conducted the majority of the test and wrote the initial draft manuscript. YY was the project coordinator and designed the experiment. JW conducted partial experiment. FJ and JW collected the data and revised the manuscript. All authors contributed to the article and approved the submitted version.

Funding

The authors gratefully acknowledge the funding from the National Key Research and Development Program of China (No. 2017YFB0310102).

Conflict of Interest

The authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.

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