Research Article  Open Access
Wenyuan Xu, Runkang Zhao, Xiaocong Yang, Lijie Guo, Chaowu Xie, Di Wu, "Coupled Effect of Curing Temperature and Moisture on THM Behavior of Cemented Paste Backfill", Advances in Civil Engineering, vol. 2020, Article ID 1870952, 12 pages, 2020. https://doi.org/10.1155/2020/1870952
Coupled Effect of Curing Temperature and Moisture on THM Behavior of Cemented Paste Backfill
Abstract
Cemented paste backfill (CPB), a mixture of tailings, binder, and water, is widely and continually utilized in underground mines for subsidence control and disposal of surface hazardous waste discharge. The mechanical strength of CPB, which is the key for the backfill structure to play the role of supporting overlying roof and controlling subsidence, is governed by complex factors (thermal, hydraulic, and mechanical loads), particularly strongly affected by the environmental conditions, such as ambient temperature and humidity. Thus, it is crucial to understand and assess the response of CPB subjected to the loads mentioned above, so as to better ascertain its performance and obtain a costeffective, safe, and stable CPB structure. Accordingly, a coupled THM model is developed to describe and analyze the performance of CPB. Comparisons between model simulation and experiment data prove the capability of the developed model in predicting the evolutions of temperature and internal relative humidity, as well as stressstrain relation of CPB. The obtained results indicate that all these properties are significantly affected by ambient humidity and temperature.
1. Introduction
Mining operations inevitably cause the creation of large quantities of minedout areas and mine wastes, such as tailings. Underground voids have become a threat to the safety of mining production of adjacent stopes. These voids can also cause ground subsidence or even collapse. Furthermore, the aboveground disposal of tailings occupies land and even causes serious geotechnical and environmental problems. As a solution to solve the consequent problems of mining industry, a technology of cemented paste backfill (CPB) is introduced to use tailings to fill underground openings. This solution is able to provide miners with safe working conditions, reduce ground surface deformation, and dispose mine wastes.
CPB is prepared by blending tailings, binder, water, and/or additives (such as slag, fly ash, water reducer, and drag reducer). CPBs are being broadly and continually used as filling materials, which are placed underground for both mine waste management and ground control. Hence, CPB should be environmentfriendly, exerting minimum contamination to subsurface environment. In addition, CPB should also possess good mechanical performance, providing support for minedout stope [1–3].
Since CPB is cementbased material, its environmental and mechanical properties are significantly influenced by binder hydration, a chemical reaction between binder and water [4–6]. Binder hydration releases heat, consumes water, and generates hydration products, contributing to the developments of temperature, humidity, strength, permeability, and pore water pressure in CPB [7]. Obviously, the thermal, hydraulic, and mechanical (THM) behavior of CPB evolves with the process of binder hydration. The environmental and mechanical properties of CPB are related to its THM behavior.
Once placed, the THM behavior of CPB is also affected by underground environment (including ambient temperature and humidity). Generally, a high ambient temperature can accelerate the binder hydration process to generate hydration products. Hydration products provide bonding between tailings particles, thus increasing mechanical stability of CPB. In addition, precipitation of hydration products in the pores of CPB leads to pore refinement and porosity reduction, resulting in the decrease of hydraulic permeability and thus the improvement of environmental friendliness of CPB [8].
Several studies investigated the thermal, hydraulic, and mechanical responses of CPB to chemistry (binder hydration) and curing conditions (e.g., curing temperature). For instance, Kesimal et al. presented the influence of various binder types on mechanical performance of CPB [9]. Walske et al. carried out an experiment in laboratory to reveal the coupled effect of curing temperature and stress conditions on mechanical behaviors of CPB [10]. AbdulHussain and Fall set up an experimental program to analyze the thermal, hydraulic, and mechanical performance of CPB by monitoring its suction, temperature, and uniaxial compressive strength (UCS) evolutions [11]. Furthermore, Hou et al. studied the influence of binder content on temperature and internal strain evolution of CPB and found that the evolution of internal strain and settlement was an indicator of the transformation in different stages during the hydration process [12]. Yilmaz et al. investigated the effects of curing and stress conditions on hydromechanical, geotechnical, and geochemical properties of CPB and pointed that, for a given backfill recipe, consolidated samples always present better strengths compared to those obtained from mouldunconsolidated samples [13].
Jiang et al. conducted an experimental study to investigate the yield stress of CPB and its evolution with time when exposed to subzero environmental temperatures [14]. Li et al. explored the influence of bentonite on the thermal and moisture diffusion of sandbased backfill materials in cooling and heating modes in a labscale setup [15].
Recently, multiphysics modeling has become an effective approach for studying the coupled behavior of CPB. For instance, Pokharel and Fall proposed a coupled model to assess the thermal and hydraulic behaviors of CPB [16]. Jiang et al. established a coupled THC model to analyze the thermal and hydraulic behaviors of CPB [14]. Wu et al. presented a multiphysics model to predict the coupled THMC responses of CPB to different loading conditions [17].
As discussed above, former researchers have conducted significant experimental and numerical studies to describe and analyze the coupled behaviors of CPB. However, the effect of (curing) humidity was not considered in their experiments or numerical models. Due to these limitations, this study intends to develop a numerical model in consideration of moisture and conducts an experiment on CPB under different curing humidity. The developed model will be validated against the experiment, based on the comparison of the modeling and testing results. In this paper, the influences of temperature and other factors of the mechanical strength of CPB are considered, and the influence of humidity is emphasized, which is of great significance to understand the strength development of CPB in situ stope.
2. Model Development
2.1. Thermal Process
The primary thermal processes include binder hydration (an exothermic reaction) and heat conduction between CPB and its surroundings. In order to describe the thermal processes, the following equation is used:where T is temperature, t is time, (ρC)_{eq} is the equivalent volumetric heat capacity of CPB at constant pressure, q is the conductive heat flux vector, and Q_{H} represents the heat generated by binder hydration.
The conductive heat flux vector q can be expressed as [18]where k_{eq} is the equivalent thermal conductivity of CPB:where ϕ is the porosity of CPB and k_{f} and k_{s} represent the thermal conductivity values of the fluid and the solid matrix, respectively.
Q_{H} can be obtained by the following equation:where C_{b} is the content of binder, which is used to prepare CPB, and q_{h} denotes the binder hydration heat produced per unit time by weight [19, 20]:where q_{m} is the maximum rate of heat production at the temperature of 20°C; a, b, and c are parameters determined by experiments; α is the degree of binder hydration; T_{r} is the reference temperature; T_{c} is the temperature of CPB; R is the universal gas constant; and E_{A} is the apparent activation energy, which can be obtained according to a reference study [21].
The porosity of CPB evolves with the progress of binder hydration [7]:where ϕ_{0} is the initial porosity of CPB and λ is an experimentally determined parameter.
The degree of binder hydration (α) can be calculated as follows [22–24]:where α_{u} is the ultimate degree of binder hydration; τ and β are the time parameter and shape parameter of the binder hydration, respectively; and t_{e} is the equivalent age:
The ultimate degree of binder hydration can be expressed as follows [25]:where r is the ratio of water to binder.
In consideration of the effect of humidity on the binder hydration process, equation (7) can be rewritten as [26]where C_{H} is a coefficient indicating the influence of humidity [26]:where H is the internal relative humidity (%) of CPB.
2.2. Hydraulic Process
With the proceeding of binder hydration in CPB, the content of water decreases due to the combined influence of hydration’s consumption of water and moisture diffusion between CPB and its surrounding environment and also due to the water advection through the rock mass, barricade, and mine air. Therefore, the governing equation of the internal relative humidity can be derived as [27]where L_{H} denotes the loss of water caused by binder hydration; D(H) is the moisture diffusion coefficient [27]:where D_{M} represents the moisture diffusion coefficient of CPB under the condition of saturation, H_{C} is the critical value of the internal relative humidity, and γ and θ are the parameters determined by experiment. The values used in this study for D_{M}, H_{C}, γ, and θ are 0.24, 0.75, 0.05, and 16, respectively, based on a reference study [27].
H_{L} in equation (11) can be expressed as follows [28]:where H_{su} represents the internal relative humidity considering selfdesiccation at the ultimate degree of hydration; α_{c} is the critical hydration degree at which the humidity of CPB starts to decrease from 100% level; ω is an experimental constant. The values of H_{su}, α_{c}, and ω are 0.75, 0.85, and 6.07, respectively, based on a reference study [29].
2.3. Mechanical Process
As discussed above, the thermal and hydraulic processes occur in CPB. When a CPB is placed underground, it is also subjected to a mechanical load. As a result, the total strain of a placed CPB can be expressed as follows:where ε is the total strain and ε_{e}, ε_{p}, ε_{t}, and ε_{m} are the elastic strain, plastic strain, thermal strain, and moisture strain, respectively.
The constitutive relationship between the effective stress and elastic strain of a CPB is expressed in the following equation based on the assumption that the CPB is isotropic in this study:where σ_{eff} is the effective stress and D is the elasticity matrix:where E is the elastic modulus and υ is Poisson’s ratio, and they both vary with the progress of binder hydration.
The elastic modulus can be calculated by the following equation [20]:where E_{u} is the ultimate elastic modulus; α_{0} refers to the reference hydration degree, which means that, below a threshold value, no elastic modulus development occurs; X is a material constant that depends on the mix components of CPB. The values used in this study for E_{u}, α_{0}, and X are 1900 MPa, 0.09, and 2.199, respectively, based on a reference study [30].
The evolution of Poisson’s ratio with the binder hydration degree can be expressed as follows [31–34]:where Y_{1}, Y_{2}, Y_{3}, Y_{4}, and Y_{5} are the fitting parameters, which are −0.2, −15000, 7, −11, and 0.7, respectively, according to a reference study [30].
2.3.1. Plastic Strain
The plastic strain can be calculated by the following equations [30]:where S_{ij} is the stress deviator; δ_{ij} is the Kronecker delta (δ_{ii} = 1; δ_{i≠j} = 0); φ is the internal friction angle; c_{h} is the cohesion; and M_{1}, M_{2}, M_{3}, N_{1}, and N_{2} are separately the fitting constants, which are −176.9°, 2, 174.2°, 478 kPa, and 3.3, on the basis of the study in [30].
2.3.2. Thermal Strain
The thermal strain can be derived by the following equation [35]:where I denotes the secondorder volumetric unity tensor and β_{t} is the linear thermal expansion coefficient [36–38]:where , , and are separately the specific volumes of tailings, water, and cement, N_{3} and N_{4} are the fitting parameters (the values used for them are 46.03 GPa and 3.16, respectively, based on the study in [17]), E_{t} is the elastic modulus of tailings used, p_{i} is the weight proportion of the clinker composition, and and are, respectively, the specific volumes of chemically combined water and absorbed water, which are 0.72 cm^{3}/g and 0.90 cm^{3}/g according to a reference study [39].
2.3.3. Moisture Strain
The moisture strain can be expressed as follows on the basis of the studies in [40–42]:where ζ denotes the influencing factor of stiffness (it is valued as 0.03 in this study); and ρ_{c} are the densities of water and cement, respectively; is the molar weight of water (0.01802 kg/mol); and K_{S} is the bulk modulus of solid material.
The above mathematical modeling procedure indicates that the thermal, hydraulic, and mechanical processes can be mutually coupled with each other by the evolution of the binder hydration degree (α) with time.
3. Experimental Programs
3.1. Materials
The CPB materials are prepared by mixing the tailings, binder, and water. The tailings used are obtained from an iron mine that is located at high altitude region of western China. The binder used is ordinary Portland cement 425#, and tap water is used. Figure 1 shows the particle size composition of the tailings used; the median grain size (d50) of tailings is 37.5 μm. Figure 2 presents the main mineral constituents (quartz, dolomite, and hematite) of the tailings.
3.2. Testing Methods
A series of CPB specimens with the ratios of binder to tailings (b/t) of 1/6, 1/8, and 1/10 and solid concentrations of 70%, 72%, and 74% were prepared for the test, as presented in Table 1. For each group of CPB samples, four CPBs were prepared and then cured in the ambient environment with temperature of 10°C, 20°C, and 30°C and humidity of 45%, 70%, and 95% for a period of 28 days. During the curing process, one of the four CPBs was subjected to the investigation of the evolutions of temperature and internal relative humidity versus time. After the process of 28 days’ curing, the other three CPBs were subjected to UCS tests for obtaining stressstrain relations, and the average value was used. Figure 3 presents the experimental procedure.

The CPB sample had a dimension of 10 cm × 10 cm × 10 cm in length × width × height. A cylindrical temperature and humidity probe (with a dimension of 3 cm × 1.1 cm in height × diameter as presented in Figure 4) was inserted into the CPB for monitoring its evolution of temperature and internal relative humidity with time, as shown in Figure 5.
The stressstrain relationships of the CPB samples were obtained by a rock mechanics testing apparatus (type: YAW600), which had a maximum load of 600 kN. During the process of UCS testing, the compressive loading rate of the rock mechanics testing apparatus was set as constant (2 mm/min).
4. Validation of the Developed Model
The developed model is implemented to predict the evolution of temperature, internal relative humidity, and stressstrain relationship of the CPB specimens. The simulation and prediction results of the developed model are compared with the experimentally tested data for verifying the validity and applicability of the model.
Table 2 shows the main input parameters, boundary conditions, and initial values used for the numerical model simulation. The selection of curing temperature and humidity parameters is based on the actual stope conditions of typical underground mines, and the material properties such as conductivity, porosity, and density are measured by experiments.

4.1. Validation of Evolution of Internal Relative Humidity of CPB
Figure 6 demonstrates a comparison between the numerically simulated outcomes and experimentally measured data of the evolution of internal relative humidity of CPB versus curing time. It can be noticed that the model prediction results agree well with the experimental testing data, except for some misfits that are acceptable. The desired consistency between the model simulation and test observation proves the validity of the developed model in predicting the evolution of internal relative humidity of CPB.
From Figure 6, it can also be found that, with the elapse of curing time, the evolution of internal relative humidity of CPB can be approximately divided into three stages: the saturation stage, sharp decline stage, and stable stage, as presented in Figure 7. There is enough water involved in the binder hydration process during the saturation stage. When it comes to the sharp decline stage, plenty of water is consumed because of the combined effect of binder hydration and evaporation. The water content substantially stays constant during the stable stage, due to the fact that the binder hydration process has almost finished and the pores within CPB have been filled by hydration products, which prevent water evaporating outside the CPB.
Through the comparison of the results of groups 1 and 2, it can be clearly seen that a higher solid content is associated with a lower internal relative humidity of CPB. The reason is obvious that a higher solid content signifies a lower water content. From the contrast between the results of groups 3 and 4, it is noticed that increasing the curing humidity also increases the internal relative humidity of CPB. This may be due to the moisture gradient between the CPB and its curing ambient. A higher moisture gradient makes more water evaporate from the CPB to its surroundings. Besides, by comparing the results of group 5 with those of group 6, it is observed that a higher ratio of binder to tailings leads to a greater decrease in the internal relative humidity of CPB. This is ascribed to the fact that a higher content of binder consumes more water.
The CPB sample of group 4 is selected as an example to investigate the distribution of internal relative humidity within CPB, as shown in Figure 8.
(a)
(b)
(c)
(d)
From Figure 8, it can be seen that the CPB sample is in saturation state at the beginning of the curing time and its internal relative humidity is 1 (Figure 8(a)). Compared with the interior relative humidity of the CPB sample, the relative humidity of the edge of the CPB sample is relatively lower because of the moisture migration between the CPB and its surrounding ambient (with a humidity of 95%). With the elapse of curing time, the interior relative humidity of the CPB sample gradually decreases. This is ascribed to water consumption induced by binder hydration in the CPB. When it comes to the late age, the process of binder hydration is over, and the relative humidity of the edge of the CPB becomes approximate to the curing humidity.
4.2. Validation of Temperature Development in CPB
Figure 9 presents a comparison between the simulation results and measured data of the temperature development within the CPB samples versus curing time. It can be seen that the predicted evolution of temperature is in good agreement with the test results, except for some misfits that may be due to the varied curing conditions.
(a)
(b)
(c)
From Figure 9, it can be found that the temperature of CPB increases dramatically to the maximum during the early age. This is because of the heat generated by the process of binder hydration. It can also be noticed that a higher curing temperature is associated with a higher temperature rise in the CPB. With the elapse of curing time, when the binder hydrates completely, no more heat is generated and the temperature of CPB decreases until a balanced temperature is reached due to the thermal exchange.
As expected, Figure 9 can also indicate that a higher temperature increase in the CPB is associated with a lower watertobinder ratio (/b) used. This is due to the fact that a lower w/b means more binder is used, releasing more heat to increase the temperature of CPB. Ambient humidity also affects the temperature development of CPB, since it is in relation to the moisture exchange between the CPB and its curing ambient. The increase of internal relative humidity of CPB can lead to its temperature rise, through accelerating the binder hydration to generate heat, based on equation (10).
4.3. Validation of StressStrain Relationship of CPB
A comparison of the stressstrain relation of CPB between the predicted results and tested values is demonstrated in Figure 10. It can be seen that the simulated stressstrain relationship is in good agreement with the test data in terms of both maximum values and evolution trend. The comparison results indicate that the proposed model can be used to predict the stress development in the CPB versus strain.
(a)
(b)
(c)
From Figure 10, it can also be found that the stressstrain relation of CPB is affected by solid content, bindertotailings ratio, and curing humidity. As expected, a higher stress is developed in the CPB because higher solid content and bindertotailings ratio are used. Moreover, increasing the curing humidity leads to the reduction of the UCS of CPB. This is due to the fact that the CPB cured with higher ambient humidity has a higher pore water pressure, and thus a lower effective stress developed.
5. Conclusions
In this study, comprehensive laboratory experiments and numerical analyses based on a validated model developed are conducted to investigate the thermal, hydraulic, and mechanical performance of CPB. Based on the obtained results, the conclusions can be drawn as follows:(i)The developed model simulates the thermal distribution, temperature development, internal relative humidity development and distribution, and stressstrain relationship of CPB. The validity of this model is verified by a comparison between the simulation results and test data.(ii)The curing conditions can significantly affect the performance of CPB. Increasing the curing temperature can accelerate the binder hydration process to consume water and thus lead to a decrease in the internal relative humidity of CPB and an increase in the strength development of CPB. The curing humidity can also exert influence on the behavior of CPB by the interaction of moisture between the CPB and its surrounding ambient.(iii)This study can contribute to a better understanding of the THM responses of CPB to different ambient conditions. As a result, corresponding designs such as adjusting the solid content and bindertotailings ratio of CPB can be implemented according to the effect of ambient condition on the CPB.
Data Availability
All data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that there are no conflicts of interest.
Acknowledgments
Financial support from the National Natural Science Foundation of China (Grants nos. 51774040 and 51804031) and the Youth Science and Technology Innovation Fund of BGRIMM Technology Group (Grant no. QCJ201804) is gratefully acknowledged.
References
 O. Nasir and M. Fall, “Shear behaviour of cemented pastefillrock interfaces,” Engineering Geology, vol. 101, no. 34, pp. 146–153, 2008. View at: Publisher Site  Google Scholar
 E. Yilmaz, A. Kesimal, and B. Ercidi, “Strength development of paste backfill simples at Long term using different binders,” in Proceedings of the 8th Symposium International Symposium on Mining with Backfill (MineFill 04), China, pp. 281–285, Beijing, China, August 2004. View at: Google Scholar
 N. Sivakugan, R. M. Rankine, K. J. Rankine, and K. S. Rankine, “Geotechnical considerations in mine backfilling in Australia,” Journal of Cleaner Production, vol. 14, no. 1213, pp. 1168–1175, 2006. View at: Publisher Site  Google Scholar
 D. Wu, M. Fall, and S. J. Cai, “Coupling temperature, cement hydration and rheological behaviour of fresh cemented paste backfill,” Minerals Engineering, vol. 42, pp. 76–87, 2013. View at: Publisher Site  Google Scholar
 F. Cihangir, B. Ercikdi, A. Kesimal, S. Ocak, and Y. Akyol, “Effect of sodiumsilicate activated slag at different silicate modulus on the strength and microstructural properties of full and coarse sulphidic tailings paste backfill,” Construction and Building Materials, vol. 185, pp. 555–566, 2018. View at: Publisher Site  Google Scholar
 W. Li and M. Fall, “Sulphate effect on the early age strength and selfdesiccation of cemented paste backfill,” Construction and Building Materials, vol. 106, pp. 296–304, 2016. View at: Publisher Site  Google Scholar
 N. AbdulHussain and M. Fall, “Unsaturated hydraulic properties of cemented tailings backfill that contains sodium silicate,” Engineering Geology, vol. 123, no. 4, pp. 288–301, 2011. View at: Publisher Site  Google Scholar
 A. Ghirian and M. Fall, “Coupled thermohydromechanicalchemical behaviour of cemented paste backfill in column experiments,” Engineering Geology, vol. 170, pp. 11–23, 2014. View at: Publisher Site  Google Scholar
 A. Kesimal, E. Yilmaz, B. Ercikdi, I. Alp, and H. Deveci, “Effect of properties of tailings and binder on the shortand longterm strength and stability of cemented paste backfill,” Materials Letters, vol. 59, no. 28, pp. 3703–3709, 2005. View at: Publisher Site  Google Scholar
 M. L. Walske, H. McWilliam, J. Doherty, and A. Fourie, “Influence of curing temperature and stress conditions on mechanical properties of cementing paste backfill,” Canadian Geotechnical Journal, vol. 53, no. 1, pp. 148–161, 2015. View at: Publisher Site  Google Scholar
 N. AbdulHussain and M. Fall, “Thermohydromechanical behaviour of sodium silicatecemented paste tailings in column experiments,” Tunnelling and Underground Space Technology, vol. 29, pp. 85–93, 2012. View at: Publisher Site  Google Scholar
 C. Hou, W. Zhu, B. Yan, K. Guan, and J. Du, “Influence of binder content on temperature and internal strain evolution of early age cemented tailings backfill,” Construction and Building Materials, vol. 189, pp. 585–593, 2018. View at: Publisher Site  Google Scholar
 E. Yilmaz, T. Belem, and M. Benzaazoua, “Effects of curing and stress conditions on hydromechanical, geotechnical and geochemical properties of cemented paste backfill,” Engineering Geology, vol. 168, pp. 23–37, 2014. View at: Publisher Site  Google Scholar
 H. Jiang, M. Fall, and L. Cui, “Yield stress of cemented paste backfill in subzero environments: experimental results,” Minerals Engineering, vol. 92, pp. 141–150, 2016. View at: Publisher Site  Google Scholar
 H. F. Li, M. Q. Chen, B. A. Fu, and B. Liang, “Evaluation on the thermal and moisture diffusion behavior of sand/bentonite,” Applied Thermal Engineering, vol. 151, pp. 55–65, 2019. View at: Publisher Site  Google Scholar
 M. Pokharel and M. Fall, “Combined influence of sulphate and temperature on the saturated hydraulic conductivity of hardened cemented paste backfill,” Cement and Concrete Composites, vol. 38, pp. 21–28, 2013. View at: Publisher Site  Google Scholar
 D. Wu, M. Fall, and S.J. Cai, “Coupled modeling of temperature distribution and evolution in cemented tailings backfill structures that contain mineral admixtures,” Geotechnical and Geological Engineering, vol. 30, no. 4, pp. 935–961, 2012. View at: Publisher Site  Google Scholar
 O. Nasir and M. Fall, “Coupling binder hydration, temperature and compressive strength development of underground cemented paste backfill at early ages,” Tunnelling and Underground Space Technology, vol. 25, no. 1, pp. 9–20, 2010. View at: Publisher Site  Google Scholar
 D. Wu, M. Fall, and S.J. Cai, “Numerical modelling of thermally and hydraulically coupled processes in hydrating cemented tailings backfill columns,” International Journal of Mining, Reclamation and Environment, vol. 28, no. 3, pp. 173–199, 2014. View at: Publisher Site  Google Scholar
 L. Cui and M. Fall, “A coupled thermohydromechanicalchemical model for underground cemented tailings backfill,” Tunnelling and Underground Space Technology, vol. 50, no. 50, pp. 396–414, 2015. View at: Publisher Site  Google Scholar
 O. Nasir and M. Fall, “Modeling the heat development in hydrating CPB structures,” Computers and Geotechnics, vol. 36, no. 7, pp. 1207–1218, 2009. View at: Publisher Site  Google Scholar
 G. De Schutter and L. Taerwe, “General hydration model for portland cement and blast furnace slag cement,” Cement and Concrete Research, vol. 25, no. 3, pp. 593–604, 1995. View at: Publisher Site  Google Scholar
 G. De Schutter and L. Taerwe, “Degree of hydrationbased description of mechanical properties of early age concrete,” Materials and Structures, vol. 29, no. 6, pp. 335–344, 1996. View at: Publisher Site  Google Scholar
 J. K. Kim, S. H. Han, and K. M. Lee, “Estimation of compressive strength by a new apparent activation energy function,” Cement and Concrete Research, vol. 31, no. 2, pp. 217–225, 2001. View at: Publisher Site  Google Scholar
 K. O. Kjellsen and R. J. Detwiler, “Laterage strength prediction by a modified maturity model,” ACI Materials Journal, vol. 90, no. 3, pp. 220–227, 1993. View at: Publisher Site  Google Scholar
 J. L. Poole, K. A. Riding, K. J. Folliard, M. C. G. Juenger, and A. K. Schindler, “Methods for calculating activation energy for Portland cement,” ACI Materials Journal, vol. 104, no. 1, pp. 303–311, 2007. View at: Publisher Site  Google Scholar
 A. K. Schindler and K. J. Folliard, “Heat of hydration models for cementitious materials,” ACI Materials Journal, vol. 102, no. 1, pp. 24–33, 2005. View at: Publisher Site  Google Scholar
 K. O. Kjellsen, R. J. Detwiler, and O. E. Gjørv, “Development of microstructures in plain cement pastes hydrated at different temperatures,” Cement and Concrete Research, vol. 21, no. 1, pp. 179–189, 1991. View at: Publisher Site  Google Scholar
 W. Saengsoy, Effect of Curing Conditions on Hydration Reaction and Compressive Strength Development of Fly AshCement Pastes, Division of Solid Waste, Resources and Geoenvironmental Engineering, Hokkaido University, Sapporo, Japan, 2008.
 Z. P. Bažant and L. J. Najjar, “Nonlinear water diffusion in nonsaturated concrete,” Matériaux et Construction, vol. 5, no. 1, pp. 3–20, 1972. View at: Publisher Site  Google Scholar
 J. Zhang, K. Qi, and Y. Huang, “Calculation of moisture distribution in earlyage concrete,” Journal of Engineering Mechanics, vol. 135, no. 8, pp. 871–880, 2009. View at: Publisher Site  Google Scholar
 J. Zhang, J. Wang, and Y. Gao, “Moisture movement in earlyage concrete under cement hydration and environmental drying,” Magazine of Concrete Research, vol. 68, no. 8, pp. 391–408, 2016. View at: Publisher Site  Google Scholar
 L. Cui and M. Fall, “An evolutive elastoplastic model for cemented paste backfill,” Computers and Geotechnics, vol. 71, pp. 19–29, 2016. View at: Publisher Site  Google Scholar
 A. M. Galaa, B. D. Thompson, M. W. Grabinsky, and W. F. Bawden, “Characterizing stiffness development in hydrating mine backfill using ultrasonic wave measurements,” Canadian Geotechnical Journal, vol. 48, no. 8, pp. 1174–1187, 2011. View at: Publisher Site  Google Scholar
 Z. Bittnar, “Microstructurebased micromechanical prediction of elastic properties in hydrating cement paste,” Cement and Concrete Research, vol. 36, no. 9, pp. 1708–1718, 2006. View at: Publisher Site  Google Scholar
 A. Boumiz, C. Vernet, and F. C. Tenoudji, “Mechanical properties of cement pastes and mortars at early ages evolution with time and degree of hydration,” Advanced Cement Based Materials, vol. 3, no. 34, pp. 94–106, 1996. View at: Publisher Site  Google Scholar
 C. M. Sayers and R. L. Grenfell, “Ultrasonic propagation through hydrating cements,” Ultrasonics, vol. 31, no. 3, pp. 147–153, 1993. View at: Publisher Site  Google Scholar
 D. Wu, T. Deng, and R. Zhao, “A coupled THMC modeling application of cemented coal ganguefly ash backfill,” Construction and Building Materials, vol. 158, pp. 326–336, 2018. View at: Publisher Site  Google Scholar
 T. C. Powers and T. L. Brownyard, “Studies of the physical properties of hardened Portland cement paste,” ACI Journal Proceedings, vol. 43, no. 9, pp. 249–336, 1947. View at: Publisher Site  Google Scholar
 S. Kamali, M. Moranville, E. Garboczi, S. Prené, and B. Gérard, “Hydrate dissolution influence on the Young’s modulus of cement pastes,” in Proceedings if the Fracture Mechanics of Concrete Structures (FraMCoSV), pp. 631–638, Routledge, Vail, CO, USA, January 2004. View at: Google Scholar
 P. Choktaweekarn and S. Tangtermsirikul, “A model for predicting coefficient of thermal expansion of cementitious paste,” ScienceAsia, vol. 35, no. 1, pp. 57–63, 2009. View at: Publisher Site  Google Scholar
 H. J. H. Brouwers, “The work of powers and brownyard revisited: part 1,” Cement and Concrete Research, vol. 34, no. 9, pp. 1697–1716, 2004. View at: Publisher Site  Google Scholar
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Copyright © 2020 Wenyuan Xu et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.