# Kinetic Hydration Heat Modeling for High-Performance Concrete Containing Limestone Powder

Authors: Xiao-Yong Wang
Journal: Advances in Materials Science and Engineering
 (2017)

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## Abstract

Limestone powder is increasingly used in producing high-performance concrete in the modern concrete industry. Limestone powder blended concrete has many advantages, such as increasing the early-age strength, reducing the setting time, improving the workability, and reducing the heat of hydration. This study presents a kinetic model for modeling the hydration heat of limestone blended concrete. First, an improved hydration model is proposed which considers the dilution effect and nucleation effect due to limestone powder addition. A degree of hydration is calculated using this improved hydration model. Second, hydration heat is calculated using the degree of hydration. The effects of water to binder ratio and limestone replacement ratio on hydration heat are clarified. Third, the temperature history and temperature distribution of hardening limestone blended concrete are calculated by combining hydration model with finite element method. The analysis results generally agree with experimental results of high-performance concrete with various mixing proportions.


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## Body

## 1. Introduction

The use of limestone powder blended cement is a common practice in the modern concrete industry. The benefits from technical, economic, and ecological aspects can be achieved by using limestone blended concrete [1]. Technical benefits mainly refer to limestone powder which can increase the early-age performance of concrete. Economic benefits mean obtaining cement with a compressive strength similar to control concrete at low production costs. The ecological aspects are the reduction of greenhouse gas emission by using limestone.Many studies in experimental or theoretical aspects have been done about early-age properties and durability of limestone blended concrete. Bonavetti et al. [2] found that the addition of limestone can increase the early-age strength of concrete. However, the late-age strength is impaired due to the dilution effect of limestone addition. Mohammadi and South [3] reported that limestone addition can reduce the bleeding of fresh concrete and increase the viscosity and cohesiveness of fresh concrete. Mohammadi and South [4] also reported that the concrete with various limestone contents up to 12% has a similar drying shrinkage and sulfate expansion resistance with control concrete. Chen and Kwan [5] measured heat generation of concrete with different limestone stone replacement ratios and binder contents. They found that the addition of limestone can significantly reduce the heat generation of concrete. Palm et al. [6] found that high-level limestone addition can increase the carbonation depth and chloride migration coefficient of concrete. Based on life cycle assessment, Palm et al. [6] also found high-level limestone additions can reduce the CO2 emission about 25% in comparison with average cement with the same performance.Compared with abundant experimental studies, the theoretical models for limestone blended concrete are relatively limited. Lothenbach et al. [7] proposed a thermodynamic model for limestone blended concrete. The formation of monocarboaluminate and bulk compositions of hydrating cement is calculated by thermodynamic models. Bentz [8] proposed a hydration model which analyzed the dilution effect, nucleation effect, and chemical effect of limestone addition. Similarly, Mohamed et al. [9] also proposed a model to evaluate reaction degree of hydration for concrete with different limestone additions. However, Lothenbach et al. [7], Bentz [8], and Mohamed et al.’s [9] studies mainly focus on the degree of hydration in cement-limestone blends. The hydration heat is scarcely simulated in their studies. Poppe and Schutter [10] and Ye et al. [11] proposed models to analyze heat evolution of limestone blended self-compacting concrete. But their study mainly focuses on the isothermal condition or adiabatic temperature rise. For concrete structures in construction sites, the heat release from hydration and heat transfer to ambient environments occurs simultaneously. Poppe and Schutter [10] and Ye et al.’s [11] studies do not consider semiadiabatic temperature rise in real construction sites.To overcome the shortcomings in current models [7–11], we proposed an integrated numerical procedure to analyze the temperature history and temperature distribution of hardening limestone blended concrete. The hydration model is combined with finite element method. The heat of hydration is calculated from the degree of hydration. The reduction of hydration heat due to limestone additions is clarified through analysis.


## 2. Hydration Heat Model of Limestone Powder Blended Concrete

### 2.1. Hydration Model of Portland Cement

Wang and Lee [12] proposed a kinetic hydration model for Portland cement which takes into account the effects of a water to binder ratio (W/B), compound compositions of cement, fineness of cement, and capillary water contents on the hydration of cement. The kinetic hydration model analyzes the involved kinetic processes of cement hydration, such as initial dormant process, phase boundary reaction-controlled process, and diffusion-controlled process. The kinetic hydration model is valid for concrete with various types of Portland cement, various mixing proportions, and various curing temperatures. The equation for the kinetic hydration model is shown as follows:(1)dαdt=3ρwCw-freeSw/S0r0ρcv+wg11/kd-r0/De+1/kr1-α-2/3+r0/De1-α-1/3.In (1), α is hydration degree of cement, kd is the hydration rate coefficient in the initial dormant period, kr is the hydration rate coefficient of phase boundary reaction-controlled process, De is the hydration rate coefficient in the diffusion-controlled stage, Cw-free denotes the amount of capillary water at the exterior of hydration products, Sw denotes the effective contacting surface area between the cement particles and capillary water, and S0 denotes the total surface area if hydration products develop unconstrained [12]. Equation (1) also considers chemical and physical aspects of cement hydration. In (1), v is the mass of chemically bound water for one-gram hydrated cement (=0.25), wg is the mass of physically bound water for one-gram hydrated cement (=0.15), ρw denotes the density of water, ρc denotes the density of the cement, r0 denotes the radius of unhydrated cement particles.The determinations of reaction coefficientskd, De, and capillary water content Cw-free are shown in (2)–(4), respectively.(2)kd=Bα1.5+Cα3,(3)De=De0ln⁡1α,(4)Cw-free=W0-0.4∗α∗C0W0r.Equation (2) can be used to determine reaction coefficient kd. In (2),B is the rate of the initial impermeable layer formation, andC is the rate of the initial impermeable layer decay.Equation (3) can be used to determine reaction coefficient De. In (3), De0 is the initial diffusion coefficient, and De decreases as cement hydration proceeds.Equation (4) can be used to determine capillary water content Cw-free. In (4), C0 is the cement content in mixing proportion, W0 is the water content in the mix proportion, andr (r=2.6-4W0/C0) is an empirical parameter that considers the accessibility of water into an inner anhydrous part through an outer hard shell of cement particles. For high-strength concrete with low W/C ratio at late ages, Cw-free has a significant influence on the rate of hydration.The influences of temperature on reaction coefficients can be described by using Arrhenius’s law [12] as follows:(5)B=B20∗exp⁡-β11T-1293,C=C20∗exp⁡-β21T-1293,kr=kr20∗exp⁡-ER1T-1293,De0=De20∗exp⁡-β31T-1293,where β1, β2, E/R, and β3 denote the activation energies of B, C, kr, and De0, respectively. B20, C20, kr20, and De20 denote the values of reaction coefficients B, C, kr, and De0 at 293 K, respectively.Based on the degree of hydration of concrete with various types of Portland cement and various curing temperatures, Wang [13] proposed that the reaction coefficients of hydration model, such as B20, C20, kr20, and De20, can be determined from compound compositions of cement. The temperature sensitivity coefficients can be approximately regarded as constants for different types of cement [13]. These relationships are shown as follows: (6)B20=6∗10-12C3S%+C3A%+4∗10-10,C20=0.0003C3S%+0.0186,kr20=8∗10-8C3S%+1∗10-6,De20=-8∗10-12C2S%+7∗10-10,β1=1000,β2=1000,ER=5400,β3=7500.Summarily, the kinetic hydration model is composed of four rate determining coefficients, that is, the rate of formation of the initial impermeable layer (B), the rate of destruction of initial impermeable layer (C), the rate of phase boundary reaction-controlled process (kr), and the rate of diffusion-controlled process (De). By using compound compositions of cement, the reaction coefficients of kinetic hydration model can be determined. Furthermore, the degree of hydration can be calculated by using (1). The proposed hydration model is valid for Portland cement concrete with various materials properties and curing conditions.


### 2.2. Effect of Limestone Addition on Cement Hydration

Wang [13] reported that the addition of limestone presents dilution effect, nucleation effect, and chemical effect on cement hydration. Dilution effect is when cement is partially replaced by limestone, the content of cement is reduced and water to cement ratio increases correspondingly. Nucleation effect is that limestone can serve as nucleation sites of hydrating cement particles. Hydration of cement can accelerate due to nucleation effect. Chemical effect is the formation of monocarboaluminate due to limestone reaction in preference to a monosulfoaluminate.On the other hand, because the reactivity of limestone is very weak compared with other supplementary cementitious materials, limestone can be approximately regarded as chemical inert filler [1, 11]. Hence in this study, the chemical effect of limestone is not considered.The dilution effect of limestone powder can be considered by using (4). Wang [13] and Kishi and Saruul [14] proposed that the nucleation effect of limestone relates to the ratio of surface area of cement particles to that of limestone powder. The nucleation effect of limestone powder is significant in phase boundary reaction-controlled process and diffusion-controlled process. The nucleation effect of limestone powder can be considered as follows:(7)Lr=LS0∗SLSC0∗SC,(8)krLS=kr1+A1Lr,(9)DeLS=De1+A2Lr.In (7), Lr is the limestone nucleation effect indicator, LS0 is the mass of limestone in concrete mixing proportions, and SLS is the Blaine surface area of limestone powder.In (8), krLS is the updated phase boundary reaction coefficient, and A1 is enhanced coefficients of kr. In (9), DeLS is the updated diffusion coefficient De, and A2 is enhanced coefficients of De. Based on analysis shown later (Section 3.1), the values of A1 and A2 are set as 0.6.Summarily, for a cement-limestone blend, the dilution effect is considered through capillary water concentration. The nucleation effect is considered by nucleation effect indicator which considers binder proportions and surface area of binders. Furthermore, by using updated reaction coefficients, the reaction degree of cement in cement-limestone blends can be determined.


### 2.3. Temperature History Model of Hardening Concrete

Hydrate heat of hydrating concrete is dependent on both cement content and degree of hydration. The relation heat from hydration of concrete can be determined as follows [15–17]:(10)dQdt=C0Hedαdt,where Q is hydration heat and He is released hydration heat from a unit mass of cement. He can be determined by using compound compositions and hydration heat of individual components of cement [15–17].For hardening concrete, the temperature distribution is in a dynamic heat balance between the hydration heat generation inside the concrete and heat loss to the ambient. The heat generation comes from hydration reactions of the cement. The temperature distribution of hardening concrete is determined as follows [18]:(11)Chc∂T∂t=divk∇T+dQdt,where Chc is the heat capacity of hydrating concrete and can be calculated as the sum of the individual components of concrete, k is the thermal conductivity of concrete, T is the concrete temperature, t is time, and dQ/dt can be calculated based on the degrees of hydration of the cement (10).For hardening concrete in construction sites, the boundary condition can be described as follows:(12)k∇T=βTs-Ta,where β is the coefficient of heat convection between concrete surface and ambient; Ts is the temperature on the concrete surface; and Ta is ambient temperature.Equation (11) is numerically solved by using finite element method. Three-dimensional (3D) eight-node isoparametric element is used to mesh the geometry model of hardening concrete. The iteration scheme of (11) is shown as follows [15–17]:(13)1ΔtC+θBTn+1=1ΔtC-1-θBTn+Pn,where [C] is the global mass matrix, [B] is global stiffness matrix, {P} is the global vector of temperature, and θ is integration parameter. The global stiffness matrix [B], global mass matrix [C], and global temperature vector {P} can be obtained by assembling of element mass matrix, element stiffness matrix, and element temperature vector, respectively. Generally, to guarantee the stability of the numerical integration in a time domain, the value of integration parameter θ should be higher than 0.5. In this paper, according to the Galerkin method, the value of the parameter θ is used as 2/3 [12].


### 2.4. Summary of the Proposed Numerical Procedure

The numerical procedure consists of a kinetic hydration model and a finite element model. The kinetic hydration model considers the dilution effect and nucleation effect from limestone additions. The heat of hydration of hydrating concrete is calculated by using the degree of hydration and cement content. The calculation results of the heat of hydration are used as a source term in finite element model. By using Galerkin method, the parabolic partial differential equation about temperature distribution of hardening concrete is solved. Temperature history of semiadiabatic temperature rise is calculated considering both concrete materials properties and ambient conditions. The proposed numerical procedure is valuable for thermal cracking analysis of hardening concrete and construction plan design and materials design of concrete structures.


## 2.1. Hydration Model of Portland Cement

Wang and Lee [12] proposed a kinetic hydration model for Portland cement which takes into account the effects of a water to binder ratio (W/B), compound compositions of cement, fineness of cement, and capillary water contents on the hydration of cement. The kinetic hydration model analyzes the involved kinetic processes of cement hydration, such as initial dormant process, phase boundary reaction-controlled process, and diffusion-controlled process. The kinetic hydration model is valid for concrete with various types of Portland cement, various mixing proportions, and various curing temperatures. The equation for the kinetic hydration model is shown as follows:(1)dαdt=3ρwCw-freeSw/S0r0ρcv+wg11/kd-r0/De+1/kr1-α-2/3+r0/De1-α-1/3.In (1), α is hydration degree of cement, kd is the hydration rate coefficient in the initial dormant period, kr is the hydration rate coefficient of phase boundary reaction-controlled process, De is the hydration rate coefficient in the diffusion-controlled stage, Cw-free denotes the amount of capillary water at the exterior of hydration products, Sw denotes the effective contacting surface area between the cement particles and capillary water, and S0 denotes the total surface area if hydration products develop unconstrained [12]. Equation (1) also considers chemical and physical aspects of cement hydration. In (1), v is the mass of chemically bound water for one-gram hydrated cement (=0.25), wg is the mass of physically bound water for one-gram hydrated cement (=0.15), ρw denotes the density of water, ρc denotes the density of the cement, r0 denotes the radius of unhydrated cement particles.The determinations of reaction coefficientskd, De, and capillary water content Cw-free are shown in (2)–(4), respectively.(2)kd=Bα1.5+Cα3,(3)De=De0ln⁡1α,(4)Cw-free=W0-0.4∗α∗C0W0r.Equation (2) can be used to determine reaction coefficient kd. In (2),B is the rate of the initial impermeable layer formation, andC is the rate of the initial impermeable layer decay.Equation (3) can be used to determine reaction coefficient De. In (3), De0 is the initial diffusion coefficient, and De decreases as cement hydration proceeds.Equation (4) can be used to determine capillary water content Cw-free. In (4), C0 is the cement content in mixing proportion, W0 is the water content in the mix proportion, andr (r=2.6-4W0/C0) is an empirical parameter that considers the accessibility of water into an inner anhydrous part through an outer hard shell of cement particles. For high-strength concrete with low W/C ratio at late ages, Cw-free has a significant influence on the rate of hydration.The influences of temperature on reaction coefficients can be described by using Arrhenius’s law [12] as follows:(5)B=B20∗exp⁡-β11T-1293,C=C20∗exp⁡-β21T-1293,kr=kr20∗exp⁡-ER1T-1293,De0=De20∗exp⁡-β31T-1293,where β1, β2, E/R, and β3 denote the activation energies of B, C, kr, and De0, respectively. B20, C20, kr20, and De20 denote the values of reaction coefficients B, C, kr, and De0 at 293 K, respectively.Based on the degree of hydration of concrete with various types of Portland cement and various curing temperatures, Wang [13] proposed that the reaction coefficients of hydration model, such as B20, C20, kr20, and De20, can be determined from compound compositions of cement. The temperature sensitivity coefficients can be approximately regarded as constants for different types of cement [13]. These relationships are shown as follows: (6)B20=6∗10-12C3S%+C3A%+4∗10-10,C20=0.0003C3S%+0.0186,kr20=8∗10-8C3S%+1∗10-6,De20=-8∗10-12C2S%+7∗10-10,β1=1000,β2=1000,ER=5400,β3=7500.Summarily, the kinetic hydration model is composed of four rate determining coefficients, that is, the rate of formation of the initial impermeable layer (B), the rate of destruction of initial impermeable layer (C), the rate of phase boundary reaction-controlled process (kr), and the rate of diffusion-controlled process (De). By using compound compositions of cement, the reaction coefficients of kinetic hydration model can be determined. Furthermore, the degree of hydration can be calculated by using (1). The proposed hydration model is valid for Portland cement concrete with various materials properties and curing conditions.


## 2.2. Effect of Limestone Addition on Cement Hydration

Wang [13] reported that the addition of limestone presents dilution effect, nucleation effect, and chemical effect on cement hydration. Dilution effect is when cement is partially replaced by limestone, the content of cement is reduced and water to cement ratio increases correspondingly. Nucleation effect is that limestone can serve as nucleation sites of hydrating cement particles. Hydration of cement can accelerate due to nucleation effect. Chemical effect is the formation of monocarboaluminate due to limestone reaction in preference to a monosulfoaluminate.On the other hand, because the reactivity of limestone is very weak compared with other supplementary cementitious materials, limestone can be approximately regarded as chemical inert filler [1, 11]. Hence in this study, the chemical effect of limestone is not considered.The dilution effect of limestone powder can be considered by using (4). Wang [13] and Kishi and Saruul [14] proposed that the nucleation effect of limestone relates to the ratio of surface area of cement particles to that of limestone powder. The nucleation effect of limestone powder is significant in phase boundary reaction-controlled process and diffusion-controlled process. The nucleation effect of limestone powder can be considered as follows:(7)Lr=LS0∗SLSC0∗SC,(8)krLS=kr1+A1Lr,(9)DeLS=De1+A2Lr.In (7), Lr is the limestone nucleation effect indicator, LS0 is the mass of limestone in concrete mixing proportions, and SLS is the Blaine surface area of limestone powder.In (8), krLS is the updated phase boundary reaction coefficient, and A1 is enhanced coefficients of kr. In (9), DeLS is the updated diffusion coefficient De, and A2 is enhanced coefficients of De. Based on analysis shown later (Section 3.1), the values of A1 and A2 are set as 0.6.Summarily, for a cement-limestone blend, the dilution effect is considered through capillary water concentration. The nucleation effect is considered by nucleation effect indicator which considers binder proportions and surface area of binders. Furthermore, by using updated reaction coefficients, the reaction degree of cement in cement-limestone blends can be determined.


## 2.3. Temperature History Model of Hardening Concrete

Hydrate heat of hydrating concrete is dependent on both cement content and degree of hydration. The relation heat from hydration of concrete can be determined as follows [15–17]:(10)dQdt=C0Hedαdt,where Q is hydration heat and He is released hydration heat from a unit mass of cement. He can be determined by using compound compositions and hydration heat of individual components of cement [15–17].For hardening concrete, the temperature distribution is in a dynamic heat balance between the hydration heat generation inside the concrete and heat loss to the ambient. The heat generation comes from hydration reactions of the cement. The temperature distribution of hardening concrete is determined as follows [18]:(11)Chc∂T∂t=divk∇T+dQdt,where Chc is the heat capacity of hydrating concrete and can be calculated as the sum of the individual components of concrete, k is the thermal conductivity of concrete, T is the concrete temperature, t is time, and dQ/dt can be calculated based on the degrees of hydration of the cement (10).For hardening concrete in construction sites, the boundary condition can be described as follows:(12)k∇T=βTs-Ta,where β is the coefficient of heat convection between concrete surface and ambient; Ts is the temperature on the concrete surface; and Ta is ambient temperature.Equation (11) is numerically solved by using finite element method. Three-dimensional (3D) eight-node isoparametric element is used to mesh the geometry model of hardening concrete. The iteration scheme of (11) is shown as follows [15–17]:(13)1ΔtC+θBTn+1=1ΔtC-1-θBTn+Pn,where [C] is the global mass matrix, [B] is global stiffness matrix, {P} is the global vector of temperature, and θ is integration parameter. The global stiffness matrix [B], global mass matrix [C], and global temperature vector {P} can be obtained by assembling of element mass matrix, element stiffness matrix, and element temperature vector, respectively. Generally, to guarantee the stability of the numerical integration in a time domain, the value of integration parameter θ should be higher than 0.5. In this paper, according to the Galerkin method, the value of the parameter θ is used as 2/3 [12].


## 2.4. Summary of the Proposed Numerical Procedure

The numerical procedure consists of a kinetic hydration model and a finite element model. The kinetic hydration model considers the dilution effect and nucleation effect from limestone additions. The heat of hydration of hydrating concrete is calculated by using the degree of hydration and cement content. The calculation results of the heat of hydration are used as a source term in finite element model. By using Galerkin method, the parabolic partial differential equation about temperature distribution of hardening concrete is solved. Temperature history of semiadiabatic temperature rise is calculated considering both concrete materials properties and ambient conditions. The proposed numerical procedure is valuable for thermal cracking analysis of hardening concrete and construction plan design and materials design of concrete structures.


## 3. Verification of Proposed Model

### 3.1. Heat of Hydration

Experimental results about isothermal heat evolution shown in [14] are used to verify the proposed limestone blended hydration model. Kishi and Saruul [14] measured isothermal hydration heat of limestone blended cement paste. The mixing proportions of paste specimens are shown in Table 1. In Kishi and Saruul’s study [14], to demonstrate the nucleation effect of limestone, the water to cement is the same for all specimens. Limestone is added as an additional binder, not replacing partial cement, which is different from the general applications of limestone. The limestone ranges within 10% and 30% of total binder, and the Blaine surface area of limestone ranges from 3500 cm2/g to 8900 cm2/g. The curing temperature is 20°C. The used cement is moderate heat Portland cement. By using Portland cement hydration model shown in Section 2.1, the hydration rate of control cement paste without limestone is calculated and shown in Figure 1(a). The y-axis of Figure 1(a) represents the heat release for cement portions in cement-limestone blends.Table 1
Mixing proportions of paste for isothermal heat evolution.
Water (g)
Cement (g)
Limestone (g)
Blaine of limestone (cm2/g)
Limestone/(cement + limestone)
Water/cement
M100
5
10
0
—
0
0.5
M90L10-35
5
10
1.11
3500
0.1
0.5
M70L30-35
5
10
4.29
3500
0.3
0.5
M70L30-89
5
10
4.29
8900
0.3
0.5Figure 1
Rate of hydration heat.
(a)
100% Portland cement
(b)
90% Portland cement + 10% limestone
(c)
70% Portland cement + 30% limestone
(d)
70% Portland cement + 30% limestone with high Blaine surface
(e)
Effect of limestone powder on the rate of hydration heatFurthermore, based on experimental results about hydration heat of limestone blended cement paste, the enhanced coefficientsA1 and A2 (shown in (8) and (9)) are set as 0.6. As shown from Figures 1(b)–1(d), the analysis results generally agree with experimental results. Figure 1(e) shows calculation results of rate of hydration heat. When cement is partially replaced by limestone, the value of the second peak of hydration heat increases, and the time corresponding to the second peak becomes much earlier. This trend agrees with experimental results about the rate of heat evolution of limestone blended cement paste [11]. When the surface area of Blaine surface of limestone increases, the nucleation effect becomes more significant, and the value of the second peak of hydration heat also increases. Hence limestone with a high Blaine surface is more effective in improving the hydration of cement.


### 3.2. Parameter Analysis about Hydration Heat

Parameter studies are carried out to analyze the degree of hydration and hydration heat of hardening concrete with different limestone replacement ratios and water to binder ratios. The water to binder ratio ranges from 0.3 to 0.5, and limestone content ranges from 15% to 30%. The curing temperature is assumed as 20°C.The calculated degree of hydration is shown in Figure2. Due to dilution effect and nucleation effect, the degree of hydration in cement-limestone blends is higher than that in control concrete. Moreover, for concrete with a lower water to binder ratio 0.3, when cement is partially replaced by limestone, the change of water to cement ratio is significant; hence the improvement of the degree of hydration is also obvious.Figure 2
Degree of hydration.
(a)
Water to binder ratio 0.5
(b)
Water to binder ratio 0.3The relative degree of hydration means the ratio of the degree of hydration of limestone blended concrete to that of control concrete. Figure3 shows relative degree of hydration. Given a certain limestone content, concrete with a lower water to binder ratio has a higher relative degree of hydration. This agrees with Bonavetti et al. [19] and Bentz et al.’s [20] study. They stated that limestone filler used in low water to cement ratio concrete is a rational option for saving energy.Figure 3
Relative degree of hydration.
(a)
Water to binder ratio 0.5
(b)
Water to binder ratio 0.3As shown in (10), hydration heat relates to both cement content and degree of hydration. For limestone blended concrete, the degree of hydration increases which increases hydration heat, while the cement content decreases due to limestone replacing partial cement which reduces hydration heat. The total hydration heat depends on the combined action of increasing factor and decreasing factor, that is, degree of hydration and cement content. The relative heat of hydration means the ratio of heat of hydration of limestone blended concrete to that of control concrete. Figure 4 shows relative heat of hydration. Limestone blended concrete has a lower hydration heat than control concrete. Given a certain limestone content, concrete with a lower water to binder ratio has a higher relative heat of hydration. This agrees with Chen and Kwan’s study [5]. Limestone addition can reduce the hydration heat of concrete and decrease the tendency of thermal cracking of hardening concrete.Figure 4
Relative heat of hydration.
(a)
Water to binder ratio 0.5
(b)
Water to binder ratio 0.3


### 3.3. Temperature History of Semiadiabatic Temperature Rise

Experimental results about semiadiabatic temperature rise shown in [14] are used to verify the proposed semiadiabatic temperature rise model. Table 2 shows the mixing proportions of concrete. The initial temperature and ambient temperature for each specimen are also shown in Table 2. The water to binder ratio is about 0.3, and the limestone replacement ratio ranges from 30% to 70%. The compound compositions of cement are shown in Table 3. The used cement is ordinary Portland cement. The size of specimens is 445 mm ∗ 445 mm ∗ 445 mm. The temperature at center point is measured from mixing time to the age of five days. Thermal conductivity and heat transfer coefficient of specimens are 41 kcal/m/day/k and 35 kcal/m2/day/k, respectively.Table 2
Mixing proportions of concrete.
Water/(cement + limestone)
Water(kg/m3)
Cement(kg/m3)
Limestone(kg/m3)
Sand(kg/m3)
Gravel(kg/m3)
Superplasticizer(kg/m3)
Initial temperature (°C)
Ambient temperature (°C)
OPC
30.3
171
565
—
820
915
1.0
30
23
Limestone 30%
32.7
177
396
146
820
915
0.7
28
23
Limestone 55%
32.6
168
226
291
820
916
0.7
28
23
Limestone 70%
32.0.
165
155
362
820
915
0.7
28
28Table 3
Compound compositions of cement.
C3S%
C2S%
C3A%
C4AF%
Gypsum%
Blaine(cm2/g)
Cement
53.9
18.8
11.0
10.4
5.83
3350Because of symmetries of geometry condition and boundary condition of the specimen, a one-eighth specimen is adopted to represent the full specimen. The 8-node brick isoparametric element is used to mesh the specimen in three-dimensional spaces. Total 125 elements (5∗5∗5=125) are used. In each time step, the heat evolution rate of each element is determined from current temperature of the element. Figures 5–8 show the calculation results about temperature history and temperature distribution of hardening concrete. With the increasing of limestone content, the maximum temperature rise of concrete decreases. For control concrete, 30% limestone concrete, and 50% limestone concrete, the calculation results about temperature history generally agree with experimental results, while, for 70% limestone blended concrete, at early ages, the calculation result is slightly lower than experimental results. This may be due to heat release from the chemical reaction of limestone. For concrete with very high content limestone, the chemical reaction of limestone becomes significant and can contribute to the temperature rise of hydrating concrete. The proposed model considers the acceleration of cement hydration due to temperature increasing. However, the reduction of solubility of concrete due to temperature increasing is not considered. The point should be taken into account in the future study.Figure 5
OPC concrete.
(a)
Temperature history
(b)
Temperature distributionFigure 6
Limestone 30% concrete.
(a)
Temperature history
(b)
Temperature distributionFigure 7
Limestone 55% concrete.
(a)
Temperature history
(b)
Temperature distributionFigure 8
Limestone 70% concrete.
(a)
Temperature history
(b)
Temperature distribution


## 3.1. Heat of Hydration

Experimental results about isothermal heat evolution shown in [14] are used to verify the proposed limestone blended hydration model. Kishi and Saruul [14] measured isothermal hydration heat of limestone blended cement paste. The mixing proportions of paste specimens are shown in Table 1. In Kishi and Saruul’s study [14], to demonstrate the nucleation effect of limestone, the water to cement is the same for all specimens. Limestone is added as an additional binder, not replacing partial cement, which is different from the general applications of limestone. The limestone ranges within 10% and 30% of total binder, and the Blaine surface area of limestone ranges from 3500 cm2/g to 8900 cm2/g. The curing temperature is 20°C. The used cement is moderate heat Portland cement. By using Portland cement hydration model shown in Section 2.1, the hydration rate of control cement paste without limestone is calculated and shown in Figure 1(a). The y-axis of Figure 1(a) represents the heat release for cement portions in cement-limestone blends.Table 1
Mixing proportions of paste for isothermal heat evolution.
Water (g)
Cement (g)
Limestone (g)
Blaine of limestone (cm2/g)
Limestone/(cement + limestone)
Water/cement
M100
5
10
0
—
0
0.5
M90L10-35
5
10
1.11
3500
0.1
0.5
M70L30-35
5
10
4.29
3500
0.3
0.5
M70L30-89
5
10
4.29
8900
0.3
0.5Figure 1
Rate of hydration heat.
(a)
100% Portland cement
(b)
90% Portland cement + 10% limestone
(c)
70% Portland cement + 30% limestone
(d)
70% Portland cement + 30% limestone with high Blaine surface
(e)
Effect of limestone powder on the rate of hydration heatFurthermore, based on experimental results about hydration heat of limestone blended cement paste, the enhanced coefficientsA1 and A2 (shown in (8) and (9)) are set as 0.6. As shown from Figures 1(b)–1(d), the analysis results generally agree with experimental results. Figure 1(e) shows calculation results of rate of hydration heat. When cement is partially replaced by limestone, the value of the second peak of hydration heat increases, and the time corresponding to the second peak becomes much earlier. This trend agrees with experimental results about the rate of heat evolution of limestone blended cement paste [11]. When the surface area of Blaine surface of limestone increases, the nucleation effect becomes more significant, and the value of the second peak of hydration heat also increases. Hence limestone with a high Blaine surface is more effective in improving the hydration of cement.


## 3.2. Parameter Analysis about Hydration Heat

Parameter studies are carried out to analyze the degree of hydration and hydration heat of hardening concrete with different limestone replacement ratios and water to binder ratios. The water to binder ratio ranges from 0.3 to 0.5, and limestone content ranges from 15% to 30%. The curing temperature is assumed as 20°C.The calculated degree of hydration is shown in Figure2. Due to dilution effect and nucleation effect, the degree of hydration in cement-limestone blends is higher than that in control concrete. Moreover, for concrete with a lower water to binder ratio 0.3, when cement is partially replaced by limestone, the change of water to cement ratio is significant; hence the improvement of the degree of hydration is also obvious.Figure 2
Degree of hydration.
(a)
Water to binder ratio 0.5
(b)
Water to binder ratio 0.3The relative degree of hydration means the ratio of the degree of hydration of limestone blended concrete to that of control concrete. Figure3 shows relative degree of hydration. Given a certain limestone content, concrete with a lower water to binder ratio has a higher relative degree of hydration. This agrees with Bonavetti et al. [19] and Bentz et al.’s [20] study. They stated that limestone filler used in low water to cement ratio concrete is a rational option for saving energy.Figure 3
Relative degree of hydration.
(a)
Water to binder ratio 0.5
(b)
Water to binder ratio 0.3As shown in (10), hydration heat relates to both cement content and degree of hydration. For limestone blended concrete, the degree of hydration increases which increases hydration heat, while the cement content decreases due to limestone replacing partial cement which reduces hydration heat. The total hydration heat depends on the combined action of increasing factor and decreasing factor, that is, degree of hydration and cement content. The relative heat of hydration means the ratio of heat of hydration of limestone blended concrete to that of control concrete. Figure 4 shows relative heat of hydration. Limestone blended concrete has a lower hydration heat than control concrete. Given a certain limestone content, concrete with a lower water to binder ratio has a higher relative heat of hydration. This agrees with Chen and Kwan’s study [5]. Limestone addition can reduce the hydration heat of concrete and decrease the tendency of thermal cracking of hardening concrete.Figure 4
Relative heat of hydration.
(a)
Water to binder ratio 0.5
(b)
Water to binder ratio 0.3


## 3.3. Temperature History of Semiadiabatic Temperature Rise

Experimental results about semiadiabatic temperature rise shown in [14] are used to verify the proposed semiadiabatic temperature rise model. Table 2 shows the mixing proportions of concrete. The initial temperature and ambient temperature for each specimen are also shown in Table 2. The water to binder ratio is about 0.3, and the limestone replacement ratio ranges from 30% to 70%. The compound compositions of cement are shown in Table 3. The used cement is ordinary Portland cement. The size of specimens is 445 mm ∗ 445 mm ∗ 445 mm. The temperature at center point is measured from mixing time to the age of five days. Thermal conductivity and heat transfer coefficient of specimens are 41 kcal/m/day/k and 35 kcal/m2/day/k, respectively.Table 2
Mixing proportions of concrete.
Water/(cement + limestone)
Water(kg/m3)
Cement(kg/m3)
Limestone(kg/m3)
Sand(kg/m3)
Gravel(kg/m3)
Superplasticizer(kg/m3)
Initial temperature (°C)
Ambient temperature (°C)
OPC
30.3
171
565
—
820
915
1.0
30
23
Limestone 30%
32.7
177
396
146
820
915
0.7
28
23
Limestone 55%
32.6
168
226
291
820
916
0.7
28
23
Limestone 70%
32.0.
165
155
362
820
915
0.7
28
28Table 3
Compound compositions of cement.
C3S%
C2S%
C3A%
C4AF%
Gypsum%
Blaine(cm2/g)
Cement
53.9
18.8
11.0
10.4
5.83
3350Because of symmetries of geometry condition and boundary condition of the specimen, a one-eighth specimen is adopted to represent the full specimen. The 8-node brick isoparametric element is used to mesh the specimen in three-dimensional spaces. Total 125 elements (5∗5∗5=125) are used. In each time step, the heat evolution rate of each element is determined from current temperature of the element. Figures 5–8 show the calculation results about temperature history and temperature distribution of hardening concrete. With the increasing of limestone content, the maximum temperature rise of concrete decreases. For control concrete, 30% limestone concrete, and 50% limestone concrete, the calculation results about temperature history generally agree with experimental results, while, for 70% limestone blended concrete, at early ages, the calculation result is slightly lower than experimental results. This may be due to heat release from the chemical reaction of limestone. For concrete with very high content limestone, the chemical reaction of limestone becomes significant and can contribute to the temperature rise of hydrating concrete. The proposed model considers the acceleration of cement hydration due to temperature increasing. However, the reduction of solubility of concrete due to temperature increasing is not considered. The point should be taken into account in the future study.Figure 5
OPC concrete.
(a)
Temperature history
(b)
Temperature distributionFigure 6
Limestone 30% concrete.
(a)
Temperature history
(b)
Temperature distributionFigure 7
Limestone 55% concrete.
(a)
Temperature history
(b)
Temperature distributionFigure 8
Limestone 70% concrete.
(a)
Temperature history
(b)
Temperature distribution


## 4. Conclusions

This study proposes a numerical procedure for predicting temperature history of hardening limestone blended concrete. The numerical procedure combines a kinetic limestone blended cement hydration model with a finite element method.First, the hydration model analyzes the dilution effect and nucleation effect due to limestone additions. For concrete with a lower water to binder ratio, the dilution effect due to limestone addition becomes obvious, and the degree of hydration is significantly improved compared with control concrete without limestone.Second, the released heat of concrete relates to both cement content and degree of hydration. Limestone additions increase the degree of hydration but reduce cement content. The total hydration heat depends on the combined action of cement content and degree of hydration. The results of parameter analysis show that limestone additions can reduce the heat of hydration.Third, the calculation results of hydration heat from hydration model are used as input parameters of finite element model. The combined hydration and finite element model can be used to evaluate temperature history and temperature distribution of semiadiabatic hardening concrete. The analysis results show that, with the increasing of limestone content, the maximum temperature rise of concrete decreases.



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