1. Introduction
The structural build-up of cement-based materials describes the increase in rheological parameters with resting time [1,2,3,4,5,6,7,8,9]. It originates from flocculation and the bridging effect of C-S-H between cement particles [2,10]. This behavior is time-dependent and reflects the structuration of cement paste at rest. If this structural build-up can be erased by shearing (structural break-down), the behavior is completely reversible. In this case, cement paste can be referred to as thixotropic material since the initial state is fully restored. This is the case for inert materials such as calcium carbonate suspension in deionized water which exhibits thixotropic behavior mainly due to flocculation [11]. However, due to chemical changes that occur during the dormant period of cement hydration (dissolution and precipitation), the initial state cannot be fully restored. The structural build-up thus displays an irreversible part mainly due to the bridging effect (rigidification) [2,8].
It should be noted that controlling structural build-up is of great interest from a practical point of view. In fact, structural build-up conditions several processes for fresh cement-based materials. For instance, it allows for controlling the formwork pressure, preventing particles from settling [12] and ensuring multi-layer casting [13]. This is why this phenomenon is the subject of more and more attention, especially for the development of modern concretes such as printable concretes, which must meet requirements involving structural build-up [14].
Different approaches can be used to quantify structural build-up [1,3,7,11,15,16,17]. A preliminary approach consists of the measurement of the hysteresis loop [1,3,7,11,15,16,17], which represents the surface between the ascending and descending flow curve. However, this method has several limitations as reported already by Banfill [15,18]. In fact, the hysteresis area depends not only on the resting time but also the test apparatus and shear history, including the shear rate, test conditions, and step duration. Another interesting approach consists of the determination of the evolution of storage and loss moduli with resting time, using time sweep measurements with small amplitude oscillatory shear (SAOS) [1]. The most common approach is based on the evolution of the static yield stress with resting time. The static yield stress is the minimum shear stress required to induce flow. It originates from colloidal forces and directs contacts between particles which form a network of interacting particles able to withstand minimum stress [19]. The slope of the yield stress–resting time curve, often noted as Athix, characterizes the kinetics of structural build-up [1,8,11] and thus the continuous formation of a network of interacting particles.
The structural build-up of cementitious materials has been the subject of a large number of studies [1,2,3,4,6,8,11,20]. However, some questions are not clearly elucidated. The contribution of physical (flocculation) and chemical effects to structural build-up remains complex. Mostafa and Yahia [1] found that flocculation at rest can be described by a percolation time corresponding to the time needed to form a colloidal percolated network. In addition, the chemical rigidification rate of the formed network can be described by the linear increase at rest in the storage modulus within the dormant period. The authors suggested that these parameters can be used in combination to describe physical and chemical contributions to structural build-up.
Zhang et al. [3] found that the chemical contribution is negligible until the acceleration period of hydration. Chemical structural build-up significantly increases from the onset of the acceleration period and remains constant regardless of the hydration time. The addition of a superplasticizer (SP) allows for reduction of the flocculation contribution while the chemical contribution is comparable with and without SP [3]. For this investigation, it was considered that re-agitation before testing can erase the flocculation contribution. The chemical part is thus assumed to be irreversible.
Recently, Zhang et al. [8] found that the evolution of static yield stress during the dormant period follows three stages. The initial stage, in the first 30 min, corresponds to a rapid linear increase in static yield stress. In the induction period (30–60 min), the static yield stress increases slowly. Finally, the acceleration stage (>60 min) is marked by an exponential increase in static yield stress. Zhang et al. [8] indicated that the interparticle force, which is the combination of colloidal force and interaction force between C-S-H particles, is the driving force for the evolution of static yield stress. The contribution of colloidal force appears to be greater in the early period (the initial and induction period), while the C-S-H force determines the evolution trend of the static yield stress from the induction period.
Since cement hydration is a thermo-activated phenomenon, increasing temperature accelerates early-age hydration reactions, while at low temperature, early hydration can be significantly slowed down [21,22]. Temperature variation thus seems to be a good way to control the chemical contribution to structural build-up. In practice, the curing temperature has a significant effect on stiffening control. For prefabricated cement-based materials, increasing temperature makes it possible to accelerate the prefabrication rate, while casting in cold weather could pose problems such as a delay in structural build-up [23], leading to stability problems which could in turn affect durability [24].
The effect of temperature on structural build-up could be due to physicochemical processes. In fact, increasing temperature leads to an increase in the nucleation and growth rates of hydrates (such as C-S-H), which improves the bridging effect between cement particles. It is worth noting that the physical (flocculation) effect also depends on temperature. In fact, Tari et al. [25] indicated an increase in attractive forces with temperature by using calculations based on conventional DLVO (Derjaguin, Landau, Vervey, and Overbeek) theory. According to the authors, this increase could be due to a decrease in the electrostatic repulsion induced by a decrease in the dielectric constant of the medium. De Kretser and Scales [26] found that the assumption that the yield stress of colloidal suspensions decreases in concert with the viscosity as temperature increases is flawed. Using a theoretical framework incorporating interparticle force considerations and direct measurements of yield stress, the authors found that yield stress increases with temperature. According to the authors [26], a change in interparticle spacing with temperature appears to be the most reasonable explanation for the observed results. For cementitious suspensions, an increase in temperature leads to an increase in the dissolution rate [10,22]. This leads to an increase in the number of fine cement particles and a significant increase in ionic strength, which reduces the Debye length of the diffuse layer [10,27,28]. As a consequence, the flocculation of cement particles is enhanced due to the increase in the inter-particle forces dominated by van der Waals attractive forces. It can be noted that Brownian effects are also increased with temperature. The effect of temperature on structural build-up appears complex, since it involves physicochemical considerations that are difficult to separate.
Furthermore, modern concretes, such as low-carbon concretes (or green concretes [29]) or printable concretes, contain blended cements in which a part of Portland cement is replaced by alternative powders or supplementary cementitious materials (SCMs). The effect of SCMs on structural build-up depends not only on their granular properties (particle size distribution, shape, and roughness) but also their chemical effects (filler effect and pozzolanic reaction). However, the induced effects can be different depending on the SCM and its properties. This is why the results in the scientific literature may be contradictory. When Rahman et al. [30] found that limestone powder increases structural build-up, Zhang et al. [31] reported a decrease in structural build-up. However, an increase was observed when increasing the limestone fineness [31]. Moreover, the addition of silica fume, slag, or metakaolin increases structural build-up [1,17,30,32,33], while the spherical shape of fly ash particles allows for it to be reduced [33,34].
The effect of temperature on structural build-up was investigated by Huan et al. [35]. They found that an increase in temperature leads to the improvement of structural-build-up due to the increase in the number and the growth rate of C-S-H bridges. In addition, Huan et al. [35] found that supplementary cementitious materials (SCMs) change the temperature dependence of structural build-up. Therefore, the addition of fly ash and slag decreases the structural build-up of cement paste at low temperature (10 °C), while at high temperature (40 °C), structural build-up increases. The addition of Nano-SiO2 and Nano-CaCO3 allows to increase the formation of C-S-H and thus causes a faster build-up rate.
Although there are a large number of studies, the reversibility of structural build-up, especially with temperature variation, has not been addressed in the literature. In fact, it is often assumed that the chemical changes have a permanent effect on structural build-up, and strong shearing does not allow the chemical contribution to be erased [2,3]. Only the flocculation effect is assumed to be reversible. It would have been interesting to evaluate the reversibility of structural build-up, in which the chemical contribution can be reduced at low temperature or increased at high temperature. It has to be kept in mind that the effect of temperature, as discussed above, involves physicochemical considerations, and chemical changes also affect flocculation. The addition of SCMs would induce other physicochemical effects. Therefore, this paper aims to examine the reversibility of structural build-up with temperature. The effect of limestone filler, metakaolin, fly ash, and slag is also investigated.
2. Materials and Methods
Portland cement (CEM I from Lafarge Holcim) with different mineral additions (fly ash (FA from Cemex), slag (S from Cemex), limestone filler (LF from Omya BL), and metakaolin (MK from Argeco) was used to prepare binary blends of 70CEMI/30 SCM (wt%). The granular properties of the raw materials are summarized in Table 1. The particle size distributions of the raw materials were determined in water by using a laser granulometer (LS 13,320 Beckman Coulter) with an adapted optical model (Figure 1). The chemical composition of the raw materials is presented in Appendix A.
Pastes were produced with a water-to-binder ratio (w/b) of 0.5 and were mixed with deionized water in a planetary agitator according to the following sequence: 1 min mixing at 500 rpm, scraping the mixer walls to homogenize the mix (30 s), and 30 s mixing at 1000 rpm. Sample preparation was carried out at ambient temperature (20 ± 2 °C).
The static yield stress measurements were performed using a rotational rheometer equipped with a four-blade vane geometry. This geometry has an internal diameter of 28 mm, and the outer cup diameter is 30 mm. The resulting gap is 1 mm. The geometry constants were calibrated using the Couette analogy as suggested by Aït-Kadi et al. [36].
The structural build-up of cement pastes can be described by the evolution of static yield stress with resting time (or time). In this study, the method proposed in [11] is used. This method consists of a succession of static yield stress measurements with different resting times, as shown in Figure 2. The testing procedures begin with a strong pre-shear process (150 s−1 during 30 s) to homogenize the paste in the rheometer cup followed by a resting time of 2 min, 10 min, 20 min, and 40 min. After each resting time, a stress growth procedure with a constant shear rate of 0.005 s−1 is applied over 3 min (Figure 2a). The typical curve given by the stress growth procedure is presented in Figure 3. It can be observed that the shear stress–strain curve can display a peak or plateau. This peak or value at the plateau defines the static yield stress. This procedure allows for determination of the total structural build-up. Other illustrations of yield stress measurements are presented in Appendix A (Figure A1).
Furthermore, the same method was applied to determine the evolution of static yield stress with time, but the pastes were re-sheared (at 150 s−1) prior to testing (Figure 2b). This allows for erasure of the reversible part of structural build-up [11] and for determination of the irreversible part.
After the end of mixing carried out at room temperature (20 ± 2 °C), the cement paste is introduced into a concentric Peltier cylinder capable of controlling the test temperature in a range of −20 °C to 150 °C. Yield stress measurement is then performed at controlled temperatures (5 °C, 20 °C, or 30 °C). The rheometer cup was covered with a solvent trap during testing. The first yield stress measurement was performed 7.5 min after water/cement contact.
Tests were carried out in triplicate. A total of 90 yield stress measurements were performed.
3. Results and Discussion
3.1. Effect of Temperature on Structural Build-Up
The structural build-up of cementitious materials during the dormant period of hydration can be characterized by the increase in yield stress with time [1,8,11]. This structural build-up is mainly due to colloidal attractive forces and the bridging effect induced by early hydrates (C-S-H) [2,8]. The contribution of colloidal forces is dominant during the first minutes, while the contribution of early hydrates becomes significant after a few minutes [8].
The effect of temperature on structural build-up is shown in Figure 4. Table A6 (Appendix A) summarizes the values of normalized yield stress after 90 min of hydration. It can be noted that structural build-up increases with temperature. As observed by Zhang et al. [8], the evolution of yield stress displays three stages. After an initial rapid increase (initial period), the yield stress evolves slowly (induction period). From about 50 min, there is an exponential increase in yield stress (acceleration period), except at low temperature (5 °C).
After 90 min of hydration, yield stress at 5 °C represents 30% of that measured at 20 °C, while yield stress at 30 °C is approximately 2.5 times higher (Table A6).
The increase in structural build-up with temperature could be due to several factors. The rise in temperature leads to an increase in the dissolution rate of anhydrous cement particles. The ionic strength of the interstitial solution is increased, which increases attractive colloidal forces, leading to agglomeration [35]. In addition, the precipitation of early hydrates on the surface of cement particles could be promoted, which increases the bridging effect.
For cement paste tested at 5 °C, the continuous linear increase without an acceleration period suggests that the structural build-up is mainly due to attractive colloidal forces. Initial hydration can be slowed considerably at this temperature. The acceleration period becomes more marked with the rise in temperature.
3.2. Effect of Temperature on the Reversibility of Structural Build-Up
In colloidal inert suspensions, such as calcite suspensions [11], the increase in yield stress with resting time is mainly due to the flocculation induced by attractive colloidal forces. This increase can be erased by strong shearing, and the suspension fully recovers its initial state [11]. In this case, the rheological behavior may be referred to as thixotropic. However, in cementitious materials, as soon as the anhydrous cement particles come into contact with water, dissolution/precipitation phenomena occur. This can lead to irreversible changes that cannot be erased by strong shearing, and the cement paste may not recover its initial state from a rheological point of view. In this case, a fluidity loss (or workability loss) is observed.
Figure 5 (from a previous work) illustrates the evolution of yield stress for a chemically inert material (calcite) and for cement paste. It can be noted that the evolution of yield stress in the calcite suspension follows two stages. After initial rapid growth, yield stress evolves slowly after 25 min without an acceleration period (Figure 5a). The application of strong shearing allows for recovery of the initial state since the yield stress remains almost constant. Thus, there is no irreversibility, and the structural build-up at rest is only due to colloidal flocculation. On the other hand, cement paste displays structural build-up with three stages (Figure 5b). In fact, after an initial rapid increase, yield stress evolves slowly. From about 50 min, there is an exponential increase in yield stress. Strong shearing allows for erasure of a part of the structural build-up, but residual yield stress, which increases with time, remains. Cement paste does not recover its initial yield stress. This means that chemical changes (dissolution/precipitation) probably affect structural build-up.
Furthermore, the irreversibility of structural build-up depends on the water-to-cement ratio. As shown in Figure 6, cement paste with a water-to-cement ratio of 0.5 displays a low irreversible yield stress compared to cement paste with a w/c ratio of 0.4 (Figure 5b). It is worth noting that the change in water-to-cement ratio (from 0.4 to 0.5) does not significantly affect the hydration kinetics [32]. Therefore, the effect of the w/c ratio on structural build-up seems to be related to the interparticle distance, which dictates the magnitude of C-S-H forces (rigidification) [8].
Moreover, chemical changes (dissolution rate and C-S-H growth) depend on temperature [22]. The increase in temperature is thus expected to increase the residual yield stress. The reversibility of structural build-up with temperature is shown in Figure 7. The reversible and irreversible parts after 90 min of hydration are shown in Table A7 (Appendix A). It can be noted that structural build-up is completely reversible at 5 °C. The increase in temperature leads to an increase in the residual yield stress after strong shearing, especially from 50 min. However, it should be noted that the residual yield stress remains low compared to the yield stress obtained without re-shearing (Figure 7). The irreversible part represents 7.3% of the total structural build-up at 20 °C and only 3.6% at 30 °C (Table A7).
In the literature, it is often assumed that the contribution of chemical changes is irreversible [3], i.e., the dissolution of anhydrous cement and early hydrate precipitation lead to permanent changes. These permanent changes should be more significant with increasing temperature, since hydration is thermo-activated. However, from a rheological point of view, the results show that the reversibility of structural build-up is slightly affected by temperature. This does not mean that the chemical contribution to structural build-up is negligible. It is possible that a non-negligible part of the chemical contribution is reversible. In fact, the initial yield stress of cement paste is very low (19–30 Pa), which characterizes a suspension with relatively low attractive forces. The interparticle distance is large enough so that it limits the effect of C-S-H bridges despite the growth of hydrates on the surface of particles. Thus, strong shearing makes it possible to “easily” break the bonds between particles.
Another possible explanation is an increase in dissolution rate with temperature, leading to an increase in the number of fine cement particles and a significant increase in ionic strength. The flocculation of the particles is then increased, which causes a significant increase in yield stress. Some C-S-H bridges can form, but their contribution is negligible compared to flocculation due to dissolution. This latter aspect is expected to be reversible.
3.3. Effect of SCMs on Structural Build-Up
Concerning the effect of SCMs, Figure 8 presents the evolution of yield stress with and without re-shearing at different temperatures. Table A6 and Table A7 summarize the obtained values.
As shown in Figure 8a, at low temperature (5 °C), the yield stress increases continuously without displaying an acceleration period. The contribution of cement hydration at this temperature should be negligible. This is why structural build-up is completely reversible (Figure 8b). At this temperature, there is no significant difference between SCMs. The yield stress (after 90 min) at 5 °C represents approximately 20–50% of that at 20 °C. For cement paste blended with slag, the yield stress at 5 °C represents 80% of that at 20 °C.
Increasing the temperature from 5 °C to 30 °C results in an increase in the yield stress, which represents between 2.3 and 5.9 times that measured at 20 °C (after 90 min). Cement blended with slag exhibits the highest increase.
Furthermore, as shown in Figure 8, the irreversible part of structural build-up increases with temperature. The irreversible part ranges from 0.5 to 7.3%. The addition of metakaolin (MK), fly ash (FA), or slag (S) significantly limits irreversible structural build-up. The differences between SCMs could be explained by the flocculation effect, since the granular properties are different, and by the different effects on early hydration (nucleation effect, pozzolanic effect, etc.).
These observations show that the structural build-up of cement pastes is complex. During the first few minutes, structural build-up can be considered reversible. The irreversible part becomes significant from 50 min. The contribution of chemical changes cannot be considered as irreversible, since a large part is expected to be reversible. In fact, during the first few minutes, dissolution could lead to an increase in the flocculation rate which can be erased by strong shearing.
Finally, the reversibility of structural build-up depends on several parameters. The results suggest that the key parameter governing this reversibility is the interparticle distance which conditions the colloidal forces and C-S-H bridging effect.
4. Conclusions
In this paper, the effect of temperature on structural build-up was investigated. It was shown that structural build-up follows at least three periods. The first period is marked by the rapid growth of yield stress, followed by a period of slow increase. Approximately 50 min after water/cement contact, the yield stress increases exponentially. This evolution was not observed at 5 °C. It should be noted that the yield stress 90 min after water/cement contact is multiplied by 10 when the temperature increases from 5 to 30 °C.
Furthermore, the reversibility of the structural build-up of cementitious materials was also examined. It appears that structural build-up can display an irreversible part originating from chemical changes, which depends on several factors. The results show that an increase in temperature leads to an increase in irreversible structural build-up. The increase of the structural build-up with temperature rise can be explained in part by the acceleration of hydration kinetics and the bridging effect due to the formation of early hydrates at the surface of particles. In fact, increasing temperature leads to an increase in the dissolution rate, which induces an increase in the number of fine particles likely to agglomerate. This agglomeration could be reversible. However, the bridging effect induced by early hydrates could be the cause of the exponential increase in yield stress observed after 50 min. This bridging effect is expected to be irreversible.
Furthermore, the observations suggest that the interparticle distance plays a major role in the reversibility of structural build-up, since it conditions not only the magnitude of attractive forces and agglomeration but also C-S-H forces (bridges between particles).
The addition of metakaolin (MK), fly ash (FA), or slag (S) allows for the irreversible structural build-up to be decreased significantly, while cement paste with limestone filler (LF) exhibits the same trend as neat cement paste, but with lower yield stresses.
Data available upon request.
The author declares no conflict of interest.
Footnotes
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Enlarge this image.Figure 2. Rheological procedure: (a) total structural build-up and (b) irreversible structural build-up.
![View Image - Figure 5. Evolution of yield stress [11]: (a) calcite suspensions (w/c = 0.4) with and without re-shearing and (b) cement paste (w/c = 0.4) with and without re-shearing [11].](https://media.proquest.com/media/hms/THUM/12/gf1mW?_a=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%3D%3D&_s=NmOobPwQtKWIQwRG%2Bjb%2FaY1zr6I%3D "View Image - Figure 5. Evolution of yield stress [11]: (a) calcite suspensions (w/c = 0.4) with and without re-shearing and (b) cement paste (w/c = 0.4) with and without re-shearing [11].")
Enlarge this image.Figure 5. Evolution of yield stress [11]: (a) calcite suspensions (w/c = 0.4) with and without re-shearing and (b) cement paste (w/c = 0.4) with and without re-shearing [11].
Enlarge this image.Figure 7. Effect of temperature on the irreversible structural build-up of neat cement paste (w/c = 0.5).
Enlarge this image.Figure 8. Effect of supplementary cementitious materials (SCMs) on the reversibility of structural build-up (w/b = 0.5); (a) total structural build-up (5 °C); (b) irreversible structural build-up (5 °C); (c) total structural build-up (20 °C); (d) irreversible structural build-up (20 °C); (e) total structural build-up (30 °C); and (f) irreversible structural build-up (30 °C).
Granular properties of the raw materials.
| Cement | Metakaolin (MK) | Limestone Filler (LF) | Fly Ash (FA) | Slag (S) | |
|---|---|---|---|---|---|
| [Image omitted. Please see PDF.] | [Image omitted. Please see PDF.] | [Image omitted. Please see PDF.] | [Image omitted. Please see PDF.] | [Image omitted. Please see PDF.] | |
| d10 (µm) | 7.5 | 2.4 | 0.3 | 0.8 | 0.7 |
| d50 (µm) | 20.2 | 13.0 | 5.3 | 9.0 | 6.2 |
| d90 (µm) | 35.8 | 42.6 | 23.8 | 32.7 | 25.9 |
| Density | 3.12 | 2.55 | 2.70 | 2.70 | 2.93 |
| Blaine fineness (m2/g) | 0.44 | - | 0.45 | 0.18–0.40 | - |
| BET surface (m2/g) | - | 15.65 | - | - | - |
Appendix A
Enlarge this image.Figure A1. Illustration of yield stress measurements characterizing structural build-up of cement paste.
Enlarge this image.Figure A1. Illustration of yield stress measurements characterizing structural build-up of cement paste.
Chemical composition of cement (CEMI 52.5R).
| Chemical Composition | % |
|---|---|
| SiO2 | 19.5 |
| Al2O3 | 5.37 |
| Fe2O3 | 2.24 |
| TiO2 | 0.19 |
| K2O | 0.85 |
| Na2O | 0.05 |
| CaO | 62.7 |
| MgO | 1.27 |
| SO3 | 3 |
| Cl− | 0.03 |
| LOI (950 °C) | 2.4 |
Chemical composition of slag.
| Chemical Composition | % |
|---|---|
| SiO2 | 36.15 |
| Al2O3 | 11.04 |
| Fe2O3 | 0.48 |
| TiO2 | 0.76 |
| K2O | 0.41 |
| CaO (free) | |
| Na2O | 0.09 |
| CaO (total) | 42.79 |
| MgO | 7.37 |
| SO3 | |
| MnO | 0.17 |
| P2O5 | 0.01 |
| LOI (900 °C) | 0 |
Chemical composition of limestone filler.
| Chemical Composition | % |
|---|---|
| CaCO3 | 98.8 |
| Chloride | <0.01 |
| Sulfate | <0.01 |
| Na2Oeq | 0.02 |
| Silica | 0.1 |
| LOI (1025 °C) | 3.8 |
Chemical composition of fly ash.
| Chemical Composition | % |
|---|---|
| SiO2 | 50 |
| Al2O3 | 29 |
| Fe2O3 | 8.5 |
| TiO2 | 1.0 |
| K2O | 4.5 |
| CaO (free) | 0.2 |
| Na2O | 0.7 |
| CaO (total) | 3.0 |
| MgO | 3.0 |
| SO3 | 0.6 |
| MnO2 | 0.5 |
| P2O5 | 0.25 |
| LOI (1025 °C) | 3.8 |
Chemical composition of metakaolin.
| Chemical Composition | % |
|---|---|
| SiO2 + Al2O3 | 92 |
| Chloride | 0.002 |
| Sulfate | 0.2 |
| CaO (free) | 0.3 |
| Na2Oeq | 0.25 |
| CaO (total) | 1.30 |
| LOI (1025 °C) | 3.8 |
Effect of temperature on structural build-up after 90 min of hydration.
| Normalized Yield Stress [τ3(T)/τ3(Tref = 20 °C)] | |||
|---|---|---|---|
| 5 °C | 20 °C | 30 °C | |
| Cement | 0.3 | 1.0 | 2.4 |
| 30%MK 1 | 0.2 | 1.0 | 2.3 |
| 30%LF 2 | 0.5 | 1.0 | 4.6 |
| 30%FA 3 | 0.4 | 1.0 | 2.3 |
| 30%S 4 | 0.8 | 1.0 | 5.9 |
1 MK: Metakaolin, 2 LF: Limestone filler, 3 FA: Fly ash, 4: S: Slag.
Effect of temperature and SCMs on the reversibility of structural build-up after 90 min of hydration (RSB: reversible structural build-up; ISB: irreversible structural build-up).
| 5 °C | 20 °C | 30 °C | ||||
|---|---|---|---|---|---|---|
| RSB (%) | ISB (%) | RSB (%) | ISB (%) | RSB (%) | ISB (%) | |
| Cement | 100.0 | 0.0 | 92.7 | 7.3 | 96.5 | 3.5 |
| 30%MK | 99.5 | 0.5 | 97.9 | 2.1 | 99.0 | 1.0 |
| 30%LF | 99.6 | 0.4 | 97.0 | 3.0 | 97.0 | 3.0 |
| 30%FA | 97.9 | 2.1 | 99.5 | 0.5 | 98.8 | 1.2 |
| 30%S | 100.0 | 0.0 | 100.0 | 0.0 | 99.2 | 1.2 |
Enlarge this image.Figure A2. Illustration of the reversible part (RSB) and irreversible part (ISB) of structural build-up.
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