Assessment of Durability Indicators for Service Life Prediction of Portland Limestone Cementitious Systems Produced with Permeability-Reducing Admixtures

: Supplementary cementing materials (SCMs) and the challenges associated with admixture compatibility and durability performance are continuous challenges for the construction industry. Utilizing SCMs has apparent beneﬁts in reducing the carbon footprint and improving the durability performance of concrete structures. This work investigates the performance of mortars composed of Portland limestone cement, calcium carbonate, butyl stearate, and oleic acid. The effort focuses on transport properties using electrical resistivity, chloride migration, porosity, and water permeability measurements. Then, various methods based on the last parameters are compared to assess the changes in the effective chloride diffusion coefﬁcient and the intrinsic liquid water permeability. Measurements for drying shrinkage, thermal expansion, and compressive strength are conducted to verify durability and mechanical performance. The effect of the admixture addition on the service life of a structure fully submerged in marine exposure conditions is then evaluated using Fick’s second law of diffusion and the approach described by FIB model code 34. The results indicate that incorporating calcium carbonate, butyl stearate, and oleic acid in mortar mixtures provides enhanced durability compared to plain Portland limestone cement mortars. test rig and the ﬂow method. The intrinsic permeability can be expressed


Introduction
In recent years, sustainable development and long-term durability of concrete structures have become a significant challenge. Lean construction and design, the use of recycled materials, alternative binders, new admixtures, and concrete surface treatments are some approaches to reducing the societal, economic, technical, and environmental impact [1][2][3]. There is a consensus in the literature stating that incorporation of cement replacements, such as limestone dust, ground granulated blast furnace slag, or fly ash in concrete, improves resistance to chloride ingress, but the resulting concrete may be less resistant to carbonation-induced corrosion [4][5][6]. In addition, superplasticizers and water-repellent admixtures reduce porosity and retard or inhibit chemical agent movement [7,8]. Consequently, there is an increasing demand for the current design practices and concepts of service life prediction to include performance-based and probabilistic approaches that incorporate the effect of additives and admixtures.
A concept to evaluate durability performance is through a system of classes for durability indicators (DIs) such as porosity, diffusion, and permeability [9]. The evaluation compares the measured DI to the threshold value for each class. Furthermore, the measured values can be used as input data in multi-level modelling concepts for service life predictions. However, to perform an objective assessment, reviewing all of the available data and understanding the processes leading to different material performances is necessary. Hence, The evaluated cementitious systems were produced using the following materials: Portland limestone cement (CEM II A-L 32,5R) conforming to BS EN 197-1 [16], containing between 6% and 20% by weight of limestone, with a total organic content not exceeding 0.5% by weight, and being of a strength class 32.5 MPa with an ordinary early strength; natural quartz sand; distilled water; and the additives butyl stearate, oleic acid, and calcium carbonate. Table 1 presents the chemical composition of cement and sand, accrued with X-ray fluorescence analysis. Cement had a specific gravity equal to 3100 kg/m 3 , and sand, 2650 kg/m 3 . The particle size distribution of sand, measured through the sieving method according to BS EN 933-1 [17], is presented in Figure 1.
The three different additives considered in this study were acquired from Sigma-Aldrich. Butyl stearate (C 22 H 44 O 2 ) was of technical grade 58.2% and consisted of a mixture of butyl stearates, palmitates, and other fatty acids with a density equal to 861 kg/m 3 at 20 • C. Oleic acid (C 18 H 34 O 2 ) and calcium carbonate (CaCO 3 ) were of technical grade with higher purity levels corresponding to 90% and 98%, respectively. The particle size of CaCO 3 was smaller than 50 µm, and the specific gravity was equal to 2930 kg/m 3 .

Specimen Preparation
Ten cementitious systems were produced for testing, as depicted in Table 2. Each mix was assigned an identification code O x -B y -C z , in which O, B, and C denoted the C 18 H 34 O 2 , the C 22 H 44 O 2 , and the CaCO 3 component, respectively. The x, y, and z symbols indicated the content of each additive in the mix as a percentage of the total binder content. The reference mixes with no additives were assigned a code R w , where w denoted the W/C ratio (water to cement ratio). Two conventional reference mortars were used: (a) LC-R 0.5 , in the     The mortar mixes with a designation code O x -B y -C z had an additive content of 0.7-6.0% by weight of Portland limestone cement. Percentages were selected according to their expected reactivity. The process involved partially replacing cement, sand, and water for volumetric purposes. The effect of these changes produced, at the most, approximately a 1.5% change in the expected density of fresh mortar.
All materials were stored under standard laboratory conditions or as prescribed by the manufacturer. Cement was sampled and homogenized according to BS EN 196-7 [18] before taking sub-samples for specimen preparation. The sand was cured at 105 • C until the total moisture content was reduced to less than 0.2% by mass of sand. C 22 H 44 O 2 was brought to the liquid state upon heating up to 30 • C prior to adding to the blend. Test specimens were prepared according to BS EN 196-1 [19], with admixtures added after an initial 90 s mixing period of water with sand and cement. At the end of the mixing period, three mortar increments were placed in each mold. Compaction of each increment was conducted with 25 jolts, using a jolting table. At the end of the process, the specimens were covered with impermeable polyethylene sheets for 24 h in standard laboratory conditions. Subsequently, the specimens were removed from the molds and placed in a water tank containing a lime-saturated distilled water solution at 20 ± 1 • C. Curing was continuous up to the testing age.

Experimental Procedure
Electrical resistivity measurements, non-steady-state migration tests, and water permeability under hydrostatic pressure were conducted. The following sections detail the test procedures. Compressive strength tests were performed on 40 mm nominal dimension cubes according to BS EN 196-1 [19], with the loading rate regulated using an ELE compression machine (ELE ADR-Auto V2.0 2000 kN). Drying shrinkage was determined from day 2 to day 28 according to ASTM C157 [20]. The thermal expansion coefficient experiments were carried out according to BS EN 1770 [21], with readings at −20, 0, +23, +40, and +60 ± 1 • C. In addition, the porosity accessible to water (Φ) was measured using the vacuum water absorption method [22]. All tests except for the thermal expansion measurements were carried out under standard laboratory conditions of 23 ± 2 • C and 65% RH.

Electrical Resistivity
An indirect method to assess durability performance of cementitious systems is through electrical resistivity or conductivity testing. Whittington et al. defined the electrical resistivity of any material as the resistance in ohms per unit length between the opposite faces of a unit cube of the material [23]. The resistivity of mortar (ρ ) depends on the moisture content, porosity, tortuosity, and interconnectivity of the pore system. Surface conductivity of the pore walls, conductivity of the pore solution, and the nature of aggregates may further influence this parameter [24,25].
The standard method for electrical resistivity measurements is ASTM C1760 [26]. However, the standard is rarely followed, probably because authors prefer to use the available instrumentation in their labs, electrode configurations, and different geometrical dimensions of the specimen concerning the standard [27][28][29][30]. The technique used in the present study involved two cylindrical specimens of 100 mm in diameter and 50 mm in length, extracted from a Ø100 × 200 mm cast cylinder. Each specimen was saturated with a calcium hydroxide saturated solution in a vacuum container at a pressure of 5 kPa. The specimen was sealed into a rubber sleeve, exposing the two parallel surfaces. A pair of stainless steel electrodes were then placed on the parallel surfaces of the sample, and current I (A) was induced through application of a potential drop (∆E) of 10 V. Measurements were taken of 28-d age specimens for each mortar mix designation, with readings taken at first contact and after 24 h of continuous exposure to electric current. Resistivity was then calculated according to Ohm's law: where A (m 2 ) was the cross-sectional area of the electrodes and e (m) was the distance between electrodes.

Definition and Significance
The effective chloride diffusion coefficient, D e f f (m 2 /s), is one of the governing parameters in the chloride-induced corrosion models, reflecting the ability of the material to resist chloride penetration. In the Nernst-Planck equation or Fick's first law, this is an intrinsic property, independent of the chloride binding capacity or chloride concentration [31,32]. This can be measured by means of a steady-state migration test in saturated conditions or calculated using analytical formulas from parameters such as the apparent chloride diffusion coefficient or the electrical resistivity [25].
Ion movement in solution arises from differences in electrical or chemical potential or from hydrodynamic transport (convection). Mass transfer to an electrode can be described by the Nernst-Planck equation, using the approach for one-dimensional mass transfer along the x axis [33,34]: where x is the distance from the surface, J i (x) is the flux of species i [mol/(s·cm 2 )], D i is the diffusion coefficient (cm 2 /s), ∂φ(x)/∂x is the potential gradient, ∂C i (x)/∂x is the concentration gradient, z i is the charge, C i is the concentration (mol/L) of species i, and υ(x) is the velocity with which a volume element in solution moves along the axis, expressed in cm/s. In a steady-state migration test, the chloride ion content is measured against time in the downstream compartment of the migration cell. The effects of chemical activity and diffusion flow are neglected concerning the electrical migration flow. An effective chloride diffusion coefficient D ss(mig) can be calculated when the potential drop and chloride flux are constant, using the modified Nernst-Planck equation [35]: where R is the ideal gas constant (R = 8.3144 J/mol·K), T the absolute temperature (K), Z the valence number of chloride ion (Z = 1), F the Faraday constant (F = 96,480 J/V·mol), e the sample thickness (m), ∆E denotes the electrical potential drop between the two sides of the sample (V), Q the cumulative quantity of chloride ions arriving in the downstream compartment during the test duration t (s), and γ and c 0 (mol/m 3 ) are the activity coefficient and concentration of chloride ions, respectively, in the catholyte solution.
Other techniques can also be used to assess D ss(mig) via conductivity measurements in the downstream compartment or titration in the upstream [31,36,37]; however, D ss(mig) measurements can suffer from poor accuracy and reproducibility. An easy method to assess the D e f f is through the non-steady-state migration test with some assumptions for chloride binding.

Assessment of the Effective Chloride Diffusion Coefficient from Non-Steady-State Migration Tests
A method to determine the non-steady-state migration coefficient D ns(mig) is presented in the standardized procedure NT Build 492 [38]. According to this method, an external electrical field is applied axially across a cylindrical concrete or mortar specimen. After a Buildings 2022, 12, 1712 6 of 21 certain test period, the specimen is axially split, and the freshly split sections are sprayed with silver nitrate solution. The chloride penetration depth is measured from the visible white silver precipitation. The D ns(mig) is then calculated by the following solution: where x d is the average penetration depth (m) and E and a are supplemental terms defined in [38] as functions of the test conditions. During this test, the contact time is short (usually less than 48 h), and the velocity of the ions transported through the pore structure is remarkably high. Therefore, a nonequilibrium state is expected, and chloride binding can be neglected, according to L. Tang and L.O. Nilsson [39,40]. Furthermore, L. Tang [41] derived the following relationship between D e f f (mig) and D ns (mig) : where W gel denotes the gel content in concrete (kg/m 3 ), ε is the volume fraction of pore or porosity (m 3 /m 3 ), and f a and B are adsorption constants. The weak interaction of chlorides with cementitious systems during non-steady-state migration tests was further observed by M. Castellote et al. [42]. According to V. Baroghel-Bouny et al. [25], by assuming no binding, D e f f (mig) can be deduced from D ns(mig) according to the Equation (6): where Φ represents the porosity accessible to water.

Assessment of the Effective Chloride Diffusion Coefficient from Electrical Resistivity Measurements
If the mortar is considered a solid electrolyte, then the D e f f of charged species i in mortar is related to its partial conductivity σ i . This relationship is expressed through the Nernst-Einstein Equation (7) [43]: A more simplified equation for D e f f (resistivity) is presented in [25]. According to this study, the effective chloride diffusion coefficient is inversely proportional to the watersaturated material's electrical resistivity (ρ ).
The pore solution in a mortar specimen has relatively high conductivity, whereas the solid phase has a low value. The solid and pore solution conductivity σ is defined according to [44] as the ratio of the pore solution electrical conductivity to the formation factor: The σ 0 of the pore solution can be determined experimentally for each mortar designation with ionic concentration analysis [45]. However, the technique may require high precision equipment to avoid errors during sampling and testing, or measurement could be impossible for specimens with low porosity. Another method to determine σ 0 is through algebraic forms, aiming at an accuracy within 10%. According to [34,46], σ 0 can be expressed as the weighted sum of the equivalent ionic conductivity λ i of each ionic species: where Z i and C i (mol/L) are the species valence and molar concentration. The OH − ion is the most significant contributor to the pore solution conductivity of a well-hydrated specimen. Other ionic species, such as Na + , K + , Ca 2+ , and SO 2− 4 , should be secondary contributors due to their concentration changes resulting from cement dissolution, product precipitation, and ettringite growth after the first 24 h of cement hydration [47]. According to [46], the electrical conductivity of most pore solutions can be accurately estimated from the contribution of the Na + , K + , and OH − ions. For concentrations near 1 mol/L, an approximation of the λ i can be given by Equation (10): where the equivalent conductivity of the ionic species at infinite dilution, λ o i , can be found in [48], the ionic strength, I M , can be estimated using Equation (11), and the empirical conductivity coefficients, G i for each ion, are reported in [46].
A method to describe the alkali content in cement pore solution was developed by H.F.W. Taylor [49]. The total number of Na + and K + moles per cement mass is calculated from the corresponding mass fraction and molecular weight. Alkalis in cement are partly bound in the clinker phase and partly present as readily soluble sulfates. The available moles of alkali ions in the pore solution, released through cement hydration, are predicted as [50]: where n T i is the total quantity of the alkali ion I in the anhydrous cement (mol/g), f sul i is the fraction of alkali as sulfate, f hyd i is the fraction of alkali ion i in the clinker phase, m OPC is the mass of ordinary Portland cement (g), V w is the volume of water in the pore solution (cm 3 ), b i is the binding factor (cm 3 ), and α is the hydration degree.
S.Y. Hong and F.P. Glasser [51,52] studied the alkali binding in synthetic hydration products (C-S-H (calcium silicate hydrate) and C-A-S-H (calcium aluminate silicate hydrate)) using the concept of the distribution ratio, R d (cm 3 /g), to describe the alkali-binding capacity of the synthetic gels. The alkali-binding capacity of the C-S-H increases linearly with increasing alkali concentrations in the solution. Employing the concept of binding yields: in which m C−S−H is the mass of C-S-H in the hydrated paste (g). The alkali binding capacities of hydrated Portland cement pastes were investigated by Brouwers and Van Eijk [50] using a three-dimensional computer model CEMHYD3D, the H.F.W. Taylor's method and the concept of the distribution ratio. They proposed that only the hydration product C-S-H can bind alkalis instead of the relative fraction of C-S-H and AFm phases forming in the paste.
In the present study, the C-S-H content for each mixture was estimated using the analytical formula for cement hydration kinetics proposed by Mounanga [53], and the mix composition of each designation. The Na + and K + fractions in sulfate phases and clinker were taken from [50], and the distribution ratios from the literature [51,52]. Table 3 presents the numerical predictions for the alkali content based on the binder type and content and the W/C ratio [49][50][51][52]. The concentration of OH − was deduced from the electroneutrality condition [31].

Intrinsic Liquid Water Permeability
The liquid water permeability of mortar can be measured using the Taywood Engineering permeability test rig and the flow method. The intrinsic permeability can be expressed using Darcy's law [54], with the assumption that the effective porosity is fully saturated, and no interactions occur between water and mortar: (14) where Q is the flow rate (m 3 /s), k is the water permeability coefficient under steady-state conditions (m 2 ), A is the specimen's ingress area (m 2 ), ∆P is the difference in pressure between the two ends of the test specimen (Pa), µ is the water viscosity (Pa·s), and L is the length of the test specimen (m). Table 3. Pore solution composition (mol/m 3 ) based on Taylor [49], H and G [51,52], and B and VE [50] expressions for the binder type, content, and W/C ratios of the present study. An equivalent expression to Darcy's law was developed by Valenta [55] for specimens exhibiting low permeability and where the flow rate cannot be measured: (15) where K is the water permeability coefficient (m/s), e is the depth of water penetration (m), v is the void content which does not become filled with water except under pressure (%), h is the hydraulic head (m), and t is the exposure period under hydraulic pressure (s). The relationship between K and k is expressed in Equation (16) [55]: (16) where ρ is the water density (kg/m 3 ) and g is the acceleration due to gravity (m/s 2 ).
According to the literature [56][57][58], for normal strength ordinary Portland cement (OPC) hardened pastes, k can be estimated using the Katz-Thompson relationship (see Equation (17)), where the critical pore diameter d c and the formation factor F of the material are known.
The pore diameter can be measured using the mercury intrusion porosimetry method; however, the measurements are strongly influenced by parameters such as sampling, specimen preparation, drying methods, heterogeneity of the specimens, and the colloidal Buildings 2022, 12, 1712 9 of 21 cement matric [59,60]. As a result, the method gives a wide range of distributions for hydrated cement materials that do not reflect the actual sizes of the present pores. In the present study, the k and d c were obtained from water permeability measurements using Valenta's expression and Equations (16) and (17). The values for F are given in Section 3.2.

Shrinkage Strains
Cracking occurs when tensile strain arising from restrained contraction or strain differential exceeds the tensile strain capacity of mortar and concrete structures. Early thermal strains, autogenous and drying shrinkage, expansion from water absorption, and annual temperature variations contribute to early and long-term contraction [61,62]. Numerous factors, including the coefficient of thermal expansion (CTE), the restraint to movement, the strain differential within an element, and the resistance to tensile strain influence the risk of early-age cracking. According to BS EN 1922-1-1 [63], these strains should be included in the design process as excessive cracking in a concrete structure reduces its strength, durability, and service life.
Physical actions such as drying shrinkage are influenced by changes in the hardened cement paste's moisture content, the degree of hydration, and the external environment's relative humidity (RH). The binder and alkali content, the cement fineness, and the binder type are known parameters for governing the associated capillary stresses [64][65][66][67]. Furthermore, some admixtures may compensate for shrinkage by minimizing the moisture losses or by producing expansive compounds, resulting in an initial net volume increase in the mortar, which offsets subsequent shrinkage [12,68]. BS EN 1992-1-1 provides a method for calculating drying shrinkage based on the RH, the dimensions of the element, and the strength class of the concrete. In addition, this parameter can be determined experimentally according to ASTM C157 [20] using a length comparator.
The main factors affecting the thermal expansion coefficient, a c , are the moisture content and the type and quantity of the aggregate. The influence of other factors such as cement type, mix proportions, and age on this property is of a lesser extent [69]. A value equal to 10 µε/ • C for a c is given by BS EN 1992-1-1 and BS EN 1992-3 with limited consideration on early-age thermal strains [63,70]. Characteristic values for a c based on the aggregate type are given in [61]; however, it is recommended for this parameter to be determined experimentally. The test methods involve subjecting mortar specimens to a change in temperature and measuring deformation [21] or by measurement of strain during the cooling arm of the heat cycle [61]. Figure 2 displays the average electrical resistivity results with their standard deviations measured upon initial contact and after 24 h of continuous exposure to electric current. Resistivity and rapid chloride penetration testing methods take the electrical resistance of cementitious systems as an indication of their resistance to chloride ion penetration. An empirical classification, given in [71], defines high chloride permeability for bulk resistivity < 50 Ω·m and moderate permeability for resistivity 50-100 Ω·m. Furthermore, estimated chloride diffusion coefficients are >15 × 10 −12 m 2 /s and 10-15 × 10 −12 m 2 /s for high and moderate chloride permeability, respectively.

Results from Electrical Resistivity Measurements
The results suggested that electrical resistivity was reduced with the period of exposure to direct current (DC). Resistivity was independent of specimen length, but DC measurements were expected to be affected by polarization. The relatively high DC combined with the increased exposure period made the DC measurements susceptible to the Joule effect [71,72], thereby, resulting in a current increase and further resistivity reduction over time.
The difference in resistivity between the LC-R 0.5 and LC-R 0.45 indicated that the lower W/C ratio influenced the volume of pores facilitating ionic conduction in the mortar specimens [73,74]. The mixtures containing 3% CaCO 3 by weight of cement exhibited a corrosion probability similar to the reference LC-R 0. 45 [75] and the better degrees of compaction and deflocculation of cement particles.
cooling arm of the heat cycle [61]. Figure 2 displays the average electrical resistivity results with their standard deviations measured upon initial contact and after 24 h of continuous exposure to electric current. Resistivity and rapid chloride penetration testing methods take the electrical resistance of cementitious systems as an indication of their resistance to chloride ion penetration. An empirical classification, given in [71], defines high chloride permeability for bulk resistivity <50 Ω·m and moderate permeability for resistivity 50-100 Ω·m. Furthermore, estimated chloride diffusion coefficients are >15 × 10 −12 m 2 /s and 10-15 × 10 −12 m 2 /s for high and moderate chloride permeability, respectively. The results suggested that electrical resistivity was reduced with the period of exposure to direct current (DC). Resistivity was independent of specimen length, but DC measurements were expected to be affected by polarization. The relatively high DC combined with the increased exposure period made the DC measurements susceptible to the Joule effect [71,72], thereby, resulting in a current increase and further resistivity reduction over time.  Figure 3 presents the cylindrical specimens produced for electrical resistivity and rapid chloride migration testing for each mixture. The absence of surface defects on these specimens served as evidence of improved homogeneity and compaction. In addition, the lower standard deviation of the electrical resistivity measurements of these specimens compared to the reference LC-R 0.45 provided greater confidence concerning the expected performance. The non-steady-state (nss) migration method provided the lowest effective diffusivity, being several times lower than that of the conductivity method using the S.Y. Hong and F.P. Glasser model. It should be noted that the values of D e f f (resist) could be questioned by the assumptions made for the distribution ratio and the Na + and K + fractions in sulfate and clinker phases. However, a specific correlation between the diffusivities may have still existed.

Effective Chloride Diffusion Coefficient
As shown in Figure 5a,b, the W/C ratio and the exposure period to DC influenced the correlation between D e f f (resist) and D e f f (mig) .
The D e f f (mig) was reduced with the increase in the water content. This occurrence could be attributed to the lower porosity or tortuosity caused by improved homogeneity and particle distribution at the higher W/C ratio. A linear increase in the chloride transport with the pore size and volume was reported by S. Li and D.M. Roy [76]. As illustrated in Figure 5a, all specimens containing C 18  sion probability similar to the reference LC-R0.45 regardless of the presence of C22H44O2 or C18H34O2. A minor improvement to the resistivity of specimens containing 1.4% C18H34O2 by weight of cement was attributed to the plasticizing effect of this polymer [75] and the better degrees of compaction and deflocculation of cement particles.
The synergistic effect of CaCO3, C22H44O2, and C18H34O2 was evident on the specimens LC-O0.7B3C6, LC-O1.4B1C6, and LC-O1.4B3C6. Figure 3 presents the cylindrical specimens produced for electrical resistivity and rapid chloride migration testing for each mixture. The absence of surface defects on these specimens served as evidence of improved homogeneity and compaction. In addition, the lower standard deviation of the electrical resistivity measurements of these specimens compared to the reference LC-R0.45 provided greater confidence concerning the expected performance.  Figure 4 presents a comparison of the from resistivity and chloride migration measurements. Excellent agreement was observed for obtained through the Taylor, Brouwers, and Van Eijk models for pore solution resistivity estimation. The following order describes the correlation of effective diffusivities obtained from the non-steady-state migration and the conductivity test method:

Effective Chloride Diffusion Coefficient
The non-steady-state (nss) migration method provided the lowest effective diffusivity, being several times lower than that of the conductivity method using the S.Y. Hong and F.P. Glasser model. It should be noted that the values of ( ) could be Buildings 2022, 12, x FOR PEER REVIEW 12 questioned by the assumptions made for the distribution ratio and the Na + and K + tions in sulfate and clinker phases. However, a specific correlation between the diff ties may have still existed. As shown in Figure 5a,b, the W/C ratio and the exposure period to DC influence correlation between  The diffusion coefficient from electrical resistivity measurements is related to th crostructure, saturation degree, chemical composition of the pore solution, and t temperature [77]. An easy method to evaluate the changes in the microstructure w assessment of the changes in the formation factor. This parameter corresponded inverse of the pore connectivity and porosity. It could be estimated using the eff chloride diffusion coefficients or Equation (8) [44,78]. Figure 6a and 6b present the ch occurring in this factor from the corresponding adjustments to the CaCO3 and C18 content. The chloride permeability was significantly reduced in the case of mortars The diffusion coefficient from electrical resistivity measurements is related to the microstructure, saturation degree, chemical composition of the pore solution, and testing temperature [77]. An easy method to evaluate the changes in the microstructure was by assessment of the changes in the formation factor. This parameter corresponded to the inverse of the pore connectivity and porosity. It could be estimated using the effective chloride diffusion coefficients or Equation (8) [44,78]. Figure 6a and 6b present the changes occurring in this factor from the corresponding adjustments to the CaCO 3 and C 18 H 34 O 2 content. The chloride permeability was significantly reduced in the case of mortars with 6% CaCO 3 by weight of cement. The performance further improved when C 22 H 44 O 2 content rose from 1 to 3% by cement weight, confirming that F was related to the B y -C z content. In the case of C 18 H 34 O 2 incorporation, the effect was not sufficiently clear. Figure 6b points out the inverse effect when C 18 H 34 O 2 content rose from 0.7 to 1.4% in mixtures with 3% C 22 H 44 O 2 by weight of cement. This observation was also consistent with the chloride migration measurements.
Buildings 2022, 12, x FOR PEER REVIEW 1 6% CaCO3 by weight of cement. The performance further improved when C22H44O tent rose from 1 to 3% by cement weight, confirming that was related to the By-C tent. In the case of C18H34O2 incorporation, the effect was not sufficiently clear. Fig  points out the inverse effect when C18H34O2 content rose from 0.7 to 1.4% in mixture 3% C22H44O2 by weight of cement. This observation was also consistent with the ch migration measurements.  Figure 7a shows the relationship between the measured and the derived the different mixes. The increase in the W/C ratio significantly reduced the  Figure 7a shows the relationship between the measured k and the derived d c for the different mixes. The increase in the W/C ratio significantly reduced the water permeability and critical pore diameter. This was consistent with observations made and discussed in the previous sections. For specimens with 6% CaCO 3 by weight of cement, the d c was reduced below 0.11 µm and the k below 7.4 × 10 −20 m 2 . This corresponded to a water permeability reduction of 85.2% and a critical pore diameter decrease of 60.7% compared to the reference LC-R 0.45 . The lower permeability exhibited by these specimens could be attributed to the void filling capacity of CaCO 3 and the plasticizing effect of C 22  O1.4B1C3 and LC-O1.4B3C3, this was not consistent with specimens LC-O0.7B1C3 and O0.7B3C3. The latter could be assigned to variations in the homogeneity of the specim obtained with the lower C18H34O2 content. Figure 7b depicts the values of vs. the average 28-day cube compressive stre for each mortar specimen. The standard deviation varied from 0.7 to 2.4 MPa, with highest value observed in the specimens for LC-O1.4B3C6 and the lowest in LC-O1.4B1C LC-O0.7B1C6. For ease of assessment, the standard deviations are excluded from Figur The plain OPC mixtures exhibited ranges from 22.5 to 30.7 MPa, with the lower va observed in the LC-R0.50, indicative of the lower strengths usually observed at higher ratios. Incorporating CaCO3, C22H44O2, and C18H34O2 had an inverse effect on stren with values generally rising at higher CaCO3 and C22H44O2 contents. Nevertheless, t results confirmed that permeability and strength provided complementary informa concerning durability, and justified the selection of both parameters as durability in tors.

Results from Drying Shrinkage and Thermal Expansion Measurements
Using the Controls digital length comparator 62-L0035/A, drying shrinkage mea ments were undertaken at 2-and 28-day age, according to ASTM C157. The ac param was determined with readings taken at −20, 0, +23, +40, and +60 ± 1 °C on 28-da specimens, according to BS EN 1770. The specimens were initially cured for seven da lime-saturated water at 23 ± 2 °C, followed by a twenty-one-day curing period at 65% Figure 8 presents the drying shrinkage vs. compressive strength from experimental m

Results from Drying Shrinkage and Thermal Expansion Measurements
Using the Controls digital length comparator 62-L0035/A, drying shrinkage measurements were undertaken at 2-and 28-day age, according to ASTM C157. The a c parameter was determined with readings taken at −20, 0, +23, +40, and +60 ± 1 • C on 28-day age specimens, according to BS EN 1770. The specimens were initially cured for seven days in lime-saturated water at 23 ± 2 • C, followed by a twenty-one-day curing period at 65% RH. Figure 8 presents the drying shrinkage vs. compressive strength from experimental measurements and estimations using BS EN 1992-1-1 for cement class CEM 32,5R [16]. Findings showed that for the same binder type, the experimental measurements for LC-R0.50 demonstrated similar values to those predicted by BS EN 1992-1-1. The lower shrinkage strains observed in LC-R0.45 could be attributed to the lower water content and volume contraction during the different stages of curing and drying. The specimens containing CaCO3, C22H44O2, and C18H34O2 generally demons similar to or lower shrinkage strains than the reference LC-R0. 45. A specific relatio between the admixture content and the shrinkage cannot be verified from the prese sults of this study. CaCO3 is less reactive than Portland cement, but it may provide n ation sites for hydration products to precipitate and fill the voids between cement cles, thus, leading to improved particle size distribution, higher density and milder ture loss compared to the reference specimens. This, in turn, can reduce the magnitu internal strains from drying shrinkage [80]. In addition, the presence of CaCO3 pro transformation of monosulfoaluminates to ettringite, which increases the total volu hydrate products, thus reducing the chemical shrinkage [81,82].  45. A specific relationship between the admixture content and the shrinkage cannot be verified from the present results of this study. CaCO 3 is less reactive than Portland cement, but it may provide nucleation sites for hydration products to precipitate and fill the voids between cement particles, thus, leading to improved particle size distribution, higher density and milder moisture loss compared to the reference specimens. This, in turn, can reduce the magnitude of internal strains from drying shrinkage [80]. In addition, the presence of CaCO 3 promotes transformation of monosulfoaluminates to ettringite, which increases the total volume of hydrate products, thus reducing the chemical shrinkage [81,82].
More recent studies showed that soluble soaps of unsaturated fatty acids function as surfactants and swell when in contact with water [83,84]. This reaction may start at any stage of cement hydration, resulting in expansion phenomena. In addition, calcium stearate is the product of butyl stearate hydrolysis. Calcium stearate may react during cement hydration and generate lighter hydrophobic compounds that fill smaller voids. This process promotes a higher BET surface area and mitigates moisture loss from evaporation. As a result, entrapped solvent water leads to different hydration rates, capillary tensions, and contraction.
The CTEs from −20 to 60 • C for all mixtures are reported in Figure 9. According to [60], concrete containing quartzite or limestone aggregate exhibits a CTE in the range of 11.7-14.6 and 4.3-10.3 µε/ • C, respectively. The values reported in Figure 9 appeared in their majority to be within the range for the characteristic CTE of quartzite mortars. Moreover, there was no distinct pattern between the admixture content and this property, thus, providing evidence that the three admixtures investigated in this study did not affect this parameter negatively.

Estimated Service Life
The service life definition given by FIB model code 34 [85] is the time elapsed fo reinforcement to reach a certain chloride concentration level, where depassivation corrosion initiation occurs. A full probabilistic design approach in [85] is based on F second law of diffusion, with the condition that diffusion processes dominate transport of chlorides. Furthermore, an increase in temperature increases the rate of fusion and lowers the effective threshold value to initiate corrosion. The model emplo in this study assumes that the diffusion coefficient and threshold values are estimate 20 °C. The initial chloride content of mortar was calculated from the chloride conte each component of the mix.
The service life estimates for the types of mortars studied in this work are base submerged marine exposure conditions at 1 m depth. On this basis, it is assumed chlorides for marine conditions are 18.3 ± 2.5 g/L (North Sea) converted to chloride sur concentration using the methods developed by Lindvall [86]. Based on [85], the chlo threshold is considered approximately 0.6% by weight of binder but varies greatly pending on the concrete, steel properties, and exposure conditions. In the submerged rine zone, where little oxygen is available, the chloride threshold can increase to 2.0% Considering a 50 mm coverage with no convection zone and an aging factor betw

Estimated Service Life
The service life definition given by FIB model code 34 [85] is the time elapsed for the reinforcement to reach a certain chloride concentration level, where depassivation and corrosion initiation occurs. A full probabilistic design approach in [85] is based on Fick's second law of diffusion, with the condition that diffusion processes dominate the transport of chlorides. Furthermore, an increase in temperature increases the rate of diffusion and lowers the effective threshold value to initiate corrosion. The model employed in this study assumes that the diffusion coefficient and threshold values are estimated at 20 • C. The initial chloride content of mortar was calculated from the chloride content of each component of the mix.
The service life estimates for the types of mortars studied in this work are based on submerged marine exposure conditions at 1 m depth. On this basis, it is assumed that chlorides for marine conditions are 18.3 ± 2.5 g/L (North Sea) converted to chloride surface concentration using the methods developed by Lindvall [86]. Based on [85], the chloride threshold is considered approximately 0.6% by weight of binder but varies greatly depending on the concrete, steel properties, and exposure conditions. In the submerged marine zone, where little oxygen is available, the chloride threshold can increase to 2.0% [86].
Considering a 50 mm coverage with no convection zone and an aging factor between 0.17 and 0.20 [87], which was not taken into consideration beyond 40 years, an estimate of a 34-43-year service life was predicted for the reference specimen LC-R 0.45 . For the same composition, with no admixtures and a W/C ratio equal to 0.5, the service life extended up to 78 years. As expected, incorporating CaCO 3 , C 22

Conclusions
Based on the experimental findings of this study, the following conclusions can be drawn:

1.
Portland limestone cement mixtures with no plasticizing additives may exhibit lower strengths and higher drying shrinkage when the W/C ratio increases from 0.45 to 0.50.

2.
Portland limestone cement mixtures with a lower W/C ratio require additional effort or the addition of plasticizing admixtures to achieve the required level of compaction. Otherwise, durability may be impaired, as was proven in the present study by the higher chloride migration coefficients observed in specimens with lower W/C ratios.

3.
Incorporating CaCO 3 in Portland limestone cement mortars may improve durability, reduce shrinkage, and lower compressive strength marginally. The mechanical and durability properties extensively depend on the material dispersion degree and, thus, the presence of supplementary admixtures with plasticizing properties that improve rheology and compaction.

4.
Good durability-related properties were pointed out for Portland limestone cement mortars containing butyl stearate and oleic acid, particularly where a 6% CaCO 3 by weight of cement was incorporated. The effective chloride diffusion and intrinsic liquid water permeability were significantly lower than the reference specimen LC-R 0.45 due to lower porosity. This further confirms the complementary nature of the two DIs to assess durability to potential corrosion. 5.
The thermal expansion coefficients were indicative of the aggregate type, and the presence of CaCO 3 , C 22 H 44 O 2 , and C 18 H 34 O 2 in the mixtures did not alter this property. The drying shrinkage at 28 days was equal to or lower than the reference specimen LC-R 0.45 . Therefore, it was concluded that material combinations of this study cannot impose risks for shrinkage strains to exceed the design codes and model recommendations.

6.
The methods presented in this paper to assess DIs can be helpful to engineers in selecting material types or methodologies for durability assessment. For example, the data displayed can provide helpful references when testing or entering data in predictive models. However, some of the parameters used for the service life predictions, such as the aging factor, may require further investigation, particularly for cementitious composites containing the aforementioned admixtures. 7.
The depassivation time and chloride threshold depend on the pore solution OH − content. While some estimates were made in the present study using several approaches, these excluded the potential effect of the admixture hydrolysis. Furthermore, the potential effect of the sulfate content on the early hydration kinetics requires further assessment and validation. For future work, the pore solution chemistry is recommended to be determined experimentally for a more accurate calculation of the service life. Funding: This research received no external funding.
Data Availability Statement: Not applicable.

Conflicts of Interest:
The authors declare no conflict of interest.