Non-Destructive Evaluation of Mortar with Ground Granulated Blast Furnace Slag Blended Cement Using Ultrasonic Pulse Velocity

Abstract

Non-destructive evaluation using ultrasonic pulse velocity (V_p) testing has extensive applications in the concrete industry. With advances in construction technology, the use of ground granulated blast furnace slag (GGBFS) as a partial replacement to cement in a concrete mix is growing in popularity primarily because it reduces the initial capital cost of raw materials and the associated energy costs. This paper investigates the effect of the water-to-cement (w_c) ratio and the cement content replaced by GGBFS on the development with time of the ultimate compressive strength ($f_c^{\prime }$) and the compression wave velocity (V_p) of mortar. The results showed that in the case of mortar with higher percentages of GGBFS replacement (where nucleation surfaces are more abundant), increasing w_c can increase $f_c^{\prime }$ but cause a decrease in V_p. The posterior hydration process is highly dependent upon the water particles in the mixture after the first stage of hydration. After 7 days of curing, experimental results show that the $f_c^{\prime }$ of slag blended cement mix design w_c ratio of 0.6 surpassed the $f_c^{\prime }$ value of an Ordinary Portland cement. A regression model correlating the $f_c^{\prime }$ and V_p of slag blended mortar is developed, which can be used to predict $f_c^{\prime }$ at concrete ages ranging from 1 day to 28 days for mixes with GGBFS percentage replacement values ranging from 15% to 45%.

1. Introduction

Although concrete is a primary material in construction, increasing world demands have led to an increase in cement production and associated undesirable increases in carbon dioxide emissions. The incorporation of a range of recyclable materials or by-products has consequently become a primary focus in the industry as these materials can be used as partial replacements to cement in concrete production and hence provide positive environmental, economic and technological benefits.

One of the common by-products that can be used as cement substitution is ground granulated blast furnace slag (GGBFS). GGBFS is a by-product of the smelting process used to convert iron ore to pig iron. It is highly cementitious with the potential to improve the strength and durability of the concrete [1,2,3,4]. However, the heterogeneity and properties of concrete are strongly governed by the mixture composition and the hydration process. This reaction between water and the materials used in the design mix significantly influences compressive strength development [1,4].

GGBFS is finer than Ordinary Portland cement (OPC) and leads to a less porous structure with fewer capillary pores. Consequently, there is increased durability due to a denser microstructure with a finer distribution of pores however this is strongly governed by the degree of hydration. The interaction between GGBFS and cement grains at a microscopic level was examined by Escalante-Garc$í$a and Sharp [5], they indicated that the pozzolanic reaction rate is directly proportional to the particle size of replacement materials, and the effect of additional water available during the later stages of hydration.

Numerous studies investigated different aspects of slag blended mortars or concrete in terms of fresh and mechanical properties [6]. These studies have aimed to determine the optimal replacement percentage of OPC by GGBFS, while achieving the same or greater compressive strength. Many of these studies support the findings obtained in the investigation of Tasdemir et al. [7] who found that slag blended concretes tend to have slower compressive strength gain development than OPC concretes but may have similar or higher strength than OPC concretes at later ages.

Compression wave velocity (V_p) is frequently measured in ultrasonic pulse velocity (UPV) testing of concrete to evaluate and monitor the mechanical properties of concrete. Many empirical equations relating V_p with $f_c^{\prime }$ of a range of different concrete types have been established; a selection of reported relationships is summarised in

Table 1. Established empirical equations for $f_c^{\prime }$ and V_p.

Author(s)	Mixture Composition	Range of Compressive Strength	%GGBFS	Expression Type	Strength Prediction Model (R2)
Bogas et al. [20]	Cement Type I 52.R and I 42.5 R with SF and FA, coarse and fine sand (2:1), gravel and light weight aggregates (<12 mm), wc = 0.3–0.65)	25–90 MPa (7–28 days)	0%	Power	$f_c^{\prime }={\left(\frac{V_p}{K_{UPV}·{\rho }^{0.5}}\right)}^{2/3}$ (R2 = 0.85)
Biswas et al. [11]	Cement Type I with SF in dry densified form (2-15%), coarse aggregates (<20 mm), and fine aggregates, wc = 0.36	40–75 MPa (7–28 days)	0%	Exponential	$f_c^{\prime }=27.87·e^{0.000198·V_p}$ (R2 = 0.79)
Najim [8]	Cement Type I, mineral coarse aggregate (<20 mm), natural sand (<4.75 mm), unspecified wc	25–50 M Pa (28 days)	0%	Linear	$f_c^{\prime }=0.0136·V_p-21.34$ (R2 = 0.70)
Trtnik et al. [17]	CEM II/A-S 42.5 R, CEM I 52.5 R, CEM I 42.5 N, and CEM I 42.5 N SR, with crushed limestone and rounded limestone	0–50 MPa (1–7 days)	0%	Exponential	$f_c^{\prime }=0.0854·e^{1.2882·V_p}$ (R2 = 0.64)
Demirboga et al. [3]	ASTM Type 1 cement with FA and BFS (50-70%), natural aggregates (<16 mm), and w/b = 0.35	2–55 MPa (3–120 days)	50–70%	Exponential	$f_c^{\prime }=0.0049·e^{0.0021·V_p}$ (R2 = 0.96)
Le et al. [18]	ASTM Type I OPC, with coarse aggregates (<20 mm), fine aggregates (<5 mm), FA, GGBFS, and sugarcane bagasse ash (SBA), w/b = 0.45	20–35 MPa (7–91 days)	0–60%	Exponential	$f_c^{\prime }=1.82·e^{0.0007·V_p}$ (R2 = 0.94)
Turkmen et al. [19]	ASTM Type 1 OPC, with coarse aggregate (<16 mm), fine aggregate (<4 mm), and cement substitution using either NZ, or BFS, or both, w/b = 0.4	5–50 MPa (3–90 days)	0–30%	Exponential	$f_c^{\prime }=0.0301·e^{0.0017·V_p}$ (R2 = 0.94)

%GGBFS—partial replacement percentage of cement using GGBFS, BFS—blast furnace slag, FA—fly ash, SF—silica fume and NZ—natural zeolite.

. Najim et al. [8] suggested a linear relationship between V_p and $f_c^{\prime }$ while others involve higher order polynomials [9], logarithmic [10] or multivariable regression equations [11,12,13,14,15]. However, an exponential format is the most popular form, as presented in [3,11,16,17,18,19].

Demirboga et al. [3] reported that the V_p of concrete containing 60% and 70% of GGBFS was lower than OPC concrete. They also found that concrete with 50% GGBFS replacement has a relatively low early-age compressive strength but a strength comparable to OPC concrete at later ages. The investigation carried out by Turkmen et al. [19] showed that slag blended concrete with lower GGBFS replacement proportions of between 10% and 30% achieved approximately the same or greater compressive strength than OPC concrete after 28 days. These findings are also supported by Le et al. [18] with 30% of GGBFS replacement. All these studies confirmed that the concrete mixture composition has a variety of influences on $f_c^{\prime }$ and V_p.

It is evident from Table 1 that most of the established empirical correlations between $f_c^{\prime }$ and V_p are single parameter equations. In this study, different regression methods were utilised to predict the $f_c^{\prime }$ of 9 mortar mixes with slag blended cement and with GGBFS replacement proportions of 15%, 30% and 45%. In addition to that, V_p measurements are obtained to profile the impact on $f_c^{\prime }$ for mortars with varying degrees of GGBFS replacement. The test results were used to develop a strength prediction model which describes $f_c^{\prime }$ as a function of the pulse velocity (V_p), concrete age (d) and water-to-cement ratio (w_c).

2. Materials and Methods

2.1. Materials

Ordinary Portland cement (OPC) was used for all the mixes examined in the present study, while 45/50 grade silica sand was employed as the natural fine aggregate. The GGBFS supplied by Australian Steel Mill Services Pty Ltd. (Bassendean, Australia) was used as a replacement for OPC. The chemical composition and physical properties of these constituents are summarised in

Table 2. Chemical composition of cement, silica sand and ground granulated blast furnace slag (major components listed).

Cement		AFS 45/50 Silica Sand		GGBFS
CaO	63.4%	SiO2	99.9%	S	0.4%
SiO2	20.1%	Fe2O3	0.01%	SO3	2.4%
Al2O3	4.6%	Al2O3	0.02%	MgO	5.7%
Fe2O3	2.8%	CaO	0.00%	Al3O3	12.6%
SO3	2.7%	MgO	0.00%	FeO	0.8%
MgO	1.3%	Na2O	0.00%	MnO	0.1%
Na2O	0.6%	K2O	0.00%	Cl	0.01%
Total chloride	0.02%	TiO2	0.03%	Insoluble residue content	0.2%
-	-	MnO	<0.001%	-	-

AFS—American Foundry Society.

,

Table 3. Physical properties of cement, silica sand and ground granulated blast furnace slag.

Cement		AFS 45/50 Silica Sand		GGBFS
Specific Gravity	3.15	Loss on ignition	0.01	Specific gravity	3.0–3.2
Fineness Index	390 m2/kg	Water content (at 105 °C)	<0.001	Relative Water Requirement	103%
Normal Consistency	27%	AFS fineness number	47.5	Loss on Ignition	0.20%
Setting Time Initial	120 min	-	-	Temperature Rise	18.8 °C
Setting Time Final	210 min	-	-	Fineness (passing 45 μm)	98%
Soundness	2 mm	-	-	-	-
Loss on Ignition	3.80%	-	-	-	-
Fineness (passing 45 μm)	95.30%	-	-	-	-

and

Table 4. Natural fine sand aggregate distribution.

Sieve Size (μm)	Percentage Passing
1180	100
600	91
300	14.8
150	3.1
75	0

.

2.2. Mix Designs

In this case, 12 mortar mixtures, with proportion details listed in

Table 5. Mix proportions by weight.

Mix	OPC	Sand	Water	GGBFS	Cement Proportion	GGBFS Proportion	Superplasticizer (mL/kg)
CM-1	1	2 *	0.4	0	100%	0%	2.55
CM-2	1	2	0.5	0	100%	0%	1.48
CM-3	1	2	0.6	0	100%	0%	0
M-1	0.85	2	0.4	0.15	85%	15%	2.94
M-2	0.70	2	0.4	0.30	70%	30%	2.86
M-3	0.55	2	0.4	0.45	55%	45%	3.64
M-4	0.85	2	0.5	0.15	85%	15%	1.76
M-5	0.70	2	0.5	0.30	70%	30%	1.07
M-6	0.55	2	0.5	0.45	55%	45%	0.91
M-7	0.85	2	0.6	0.15	85%	15%	0
M-8	0.70	2	0.6	0.30	70%	30%	0
M-9	0.55	2	0.6	0.45	55%	45%	0

* Note deviation from value of 2.75 recommended in ASTM C109/C109M.

, were prepared for the investigation of the slag blended mortar. It is seen that the ratio of sand in the natural fine aggregate was fixed at twice the combined weight of OPC and GGBFS in all samples. Three different w_c ratios were considered (0.4, 0.5 and 0.6). Additionally, three cement replacement percentages with GGBFS at levels of 15%, 30%, and 45% by the total cement weight were investigated. OPC mixes—CM-1, CM-2, and CM-3 were used to illustrate the influence of $w_c$ without any GGBFS. Superplasticizer (MasterEase3000 by BASF, Ludwigshafen, Germany) was also used to maintain adequate workability. The mortar mixtures were typically mixed for 5 to 7 mins before placement in cubic 100 mm wide moulds. These specimens were stored and cured at a temperature of 25 °C and humidity above 80%.

2.3. Testing

Compressive strength tests were performed (using a Baldwin universal testing machine) on cube samples in accordance with ASTM C109-21 [21] after curing periods of 1, 4, 7, 14 and 28 days. Tests were performed on three specimens for each mix at a constant displacement rate of 0.5 mm/min.

An ultrasonic instrument developed and manufactured by Proceq, PUNDIT Lab+, (Schwerzenbach, Switzerland) was used to obtain measurements of V_p. The testing complied with several established standards such as ASTM C597-02 [22], BS 1881-203:1986 [23], CECS 21-2000 [24], BS EN 12504-4:2004 [25], ISI 13311-1:1992 [26], and ISO 1920-7:2004 [27]. The direct transmission method employed for this study involved a transducer pair (emitter and receiver) placed on opposite faces of the cubic specimens. During an ultrasonic measurement, a square-wave signal with 500 V excitation voltage and a pulse width of 9.3 μm and a nominal frequency of 54 kHz was generated by the PUNDIT Lab+ at a sampling rate of 2 MHz. Measurements of V_p were obtained for all specimens prior to compressive strength tests.

3. Test Results

3.1. Mechanical Compressive Strength

3.1.1. Influence of GGBFS as a Partial Replacement of Cement on Compressive Strength

Figure 1 shows the influence of different levels of partial replacement of cement with slag (15%, 30%, and 45%) by weight on $f_c^{\prime }$ values at curing ages of 1, 4, 7, 14, and 28 days for three different w_c ratios (0.4, 0.5 and 0.6).

The early age compressive strengths of all the slag blended mortar mixtures are significantly lower than the OPC mixes (CM-1 to CM-3). Despite this short-term negative effect, it is evident that the relative difference in strength between OPC mixes and those with GGBFS replacement reduces as the curing age increases and, for w_c = 0.6, $f_c^{\prime }$ values for mixes with GGBFS replacement of between 15% and 45% exceed those of the OPC mix at later ages. The increase in compressive strengths arises due to the excess Calcium Silicate Hydrate (C-S-H) generated in the secondary hydration process between the SiO₂ in the slag powder and alkaline calcium hydroxide (Ca(OH)₂) generated in the primary hydration reaction [28]. The GGBFS reduces the enrichment of Ca(OH)₂ crystals at the fine aggregate-cement interface and hence increases the bulk density by filling the voids and air gaps within the mixture and also reducing the overall size of the remaining Ca(OH)₂ crystals [29]. This process only led to greater strengths compared with the OPC mix at w_c = 0.6, suggesting that there is a limited supply of water in the mixture available for hydration reactions or the hydration by-product, Ca(OH)₂, required for pozzolanic reactions when w_c < 0.6 [30,31].

The $f_c^{\prime }$ of all slag blended mortars decreased with an increase in the GGBFS percentage in all three sets of w_c ratio mixtures for curing periods up to 1 week. Between curing periods of 2 and 4 weeks, the slag blended mortars with 30% OPC replacement have the highest $f_c^{\prime }$ compared with replacement levels of 15% and 45%, indicating there is an optimal percentage replacement of about 30 %. Despite having more SiO₂ contents in the slag blended mortars with 45 % OPC replacement, a reduction in OPC content leads to reduced production of Ca(OH)₂ and vice versa.

3.1.2. Influence of w_c Ratio on Compressive Strength of Slag Blended Mortars

The influence of w_c on $f_c^{\prime }$ of slag blended mortars at 28 days is presented in Figure 2. For all the slag blended mortar mixtures investigated, a consistent trend for $f_c^{\prime }$ at 28 days to increase with w_c ratio is evident. This can be explained, in part, by the greater availability of pore space for reactant dissolution and hydration product precipitation at the higher water content [1,32].

The water in the concrete paste exists as non-evaporable water (chemically combined water), such as compound water and evaporable water in gel and capillary water. As the cement paste starts to set, the water evaporates leaving behind air voids that reduce the strength, density, and durability of cement mixtures. This process leads to the trend seen in Figure 2 of $f_c^{\prime }$ reducing with w_c in the OPC control mixes. Incorporating fine GGBFS into OPC mixes assists in filling voids left by evaporation [1,2,3,4,33,34]. However, a large amount of GGBFS in the mixture to fill voids does not necessarily lead to greater compressive strength because of an insufficient supply of Ca(OH)₂ generated by primary hydration of a reduced quantity of OPC. Consequently, there are excessive amounts of non-hydrated GGBFS fine powder particles. This present study found that the increase in w_c generally leads to greater $f_c^{\prime }$ values for slag blended mortar mixtures (for the replacement percentages of 15% to 45%).

3.2. Ultrasonic Pulse Velocity (V_p)

3.2.1. Influence of GGBFS as a Partial Replacement of OPC on V_p

Figure 3 illustrates the influence on V_p of different levels of partial replacement of cement with GGBFS (15%, 30%, and 45%) at curing ages of 1, 4, 7, 14 and 28 days for three different w_c ratios (0.4, 0.5 and 0.6). It is seen that, as for the trends with $f_c^{\prime }$, the mean early age V_p of slag blended mortar mixtures at a constant w_c is significantly less than the OPC mix. This trend reflects the slower initial hydration process as the hydration of GGBFS only begins once the alkaline level in the mixture reaches a threshold value [30,31]. From a curing period of about one week onwards, the slag blended mortar mixtures with 30% GGBFS replacement show a greater rate of V_p development with time compared to the mixes with 15% and 45% GGBFS replacements. This trend is consistent with the optimal GGBFS replacement proportion of 30% for $f_c^{\prime }$.

Although the $f_c^{\prime }$ of the mix with 30% GGBFS replacement at 28 days exceeded that of the OPC mix at w_c = 0.6, it is seen on Figure 3 that V_p at this age is lower than the OPC mix at all w_c ratios. The differences in V_p are significant with shortfalls in V_p at 28 days for slag blended mortars relative to the V_p for OPC of 6.6%, 4.4% and 8.1% for mixes with respective w_c values of 0.4, 0.5 and 0.6.

3.2.2. Influence of w_c on V_p of Slag Blended Mortars

The effect of w_c on the mean value of V_p for all mixes at 28 days is shown in Figure 4, whilst the evolution of V_p in mixes categorized by GGBFS replacement percentages are shown in Figure 5. V_p decreases with increasing w_c and the rate of decrease of the slag blended and OPC mortars is comparable. This trend contrasts with the variation of $f_c^{\prime }$ with w_c shown in Figure 2 and arises because of the lower ratio of water to OPC in the slag blended mortars leading to a reduced efficiency of hydration. As the hydration kinetics of mineral cement grains and materials such as GGBFS is strongly dependent on the pore structure formation [35], excess water content increases in air void contents, the formation of micro cracks and pitting on the surface [36]. Consequently, the transmissivity of ultrasonic wave propagations through the mixture of cement, sand and GGBFS decreases with increasing w_c due to wave dispersion and scattering caused by these capillary voids [37].

3.3. Correlation between $f_c^{\prime }$ and V_p of Slag Blended Mortars

The relationship between $f_c^{\prime }$ and V_p for slag blended mortars is investigated using the experimental results from the current study combined with results from other tests on slag blended mortars reported in the literature [38,39,40,41]. Details from these other studies are summarised in

Table 6. Previous studies on slag blended mortars.

Concrete Mix Composition	Range of Com-pressive Strength, ${\mathit{f}}_{\mathit{c}}^{\prime }$ (MPa)	GGBFS Partial Replacement, s (%)	Specimen Shape and Size	Reference
Ordinary Portland cement mortar—partial replacement with GGBFS (10–40%) and CKD (5–25%), fine aggregates (<3.15 mm), wc = 0.4	Normal strength mortar (5–38 MPa at 1–28 days)	0–40%	100 mm cubes	Shubbar et al. [40]
Portland limestone cement mortar—partial cement replacement with intergrinded GGBFS (0–80%), and PFA (0–20%), fine aggregates (<5 mm), wc = 0.45	Normal strength mortar (19–44 MPa at 7–28 days)	0–80%	100 mm cubes	Cheah et al. [39]
CEM-II / A / LL 32.5-N cement mortar—partial cement replacement with GGBFS (0–35%) and PFA (0–35%), fine aggregates (<4.76 mm), wc = 0.4	Normal strength mortar (8–32 MPa at 7–28 days)	0–35%	100 mm cubes	Al-Mamoori et al. [38]
ASTM Type 1 cement mortar—partial cement replacement with GGBFS (0–20%) and SSRS (5–20%), fine aggregates (<4.75 mm), wc = 0.5	High strength mortar (25–63 MPa at 3–56 days)	0–20%	50 mm cubes	Wang et al. [41]

CKD—cement kiln dust; PFA—pulverized fly ash; SSRS—stainless steel reduced slag.

.

The compressive strength of concrete ($f_c^{\prime })$ is generally estimated from the ultrasonic pulse velocity (V_p) using an expression with an exponential format.

$$f_c^{\prime }=a·e^{b·V_p}$$

(1)

where a and b are dependent on the mix composition.

The empirical coefficients (a and b) derived for each mixture with varying w_c and s (GGBFS partial replacement percentage) values are summarised in

Table 7. Regression coefficients corresponding to each slag blended mixture.

a	b	wc	s (%GGBFS)	R2
0.2114	0.0012	0.4	15	0.939
0.0243	0.0017		30	0.995
0.0124	0.0019		45	0.968
0.0518	0.0016	0.5	15	0.985
0.0191	0.0019		30	0.976
0.0190	0.0019		45	0.989
0.0521	0.0017	0.6	15	0.993
0.0232	0.0019		30	0.903
0.0210	0.0020		45	0.976
0.2982	0.0012	0.4–0.6	0	0.900

, where $f_c^{\prime }$ and V_p have units of MPa and m/s, respectively. It is evident from the high coefficient of determination (R²) in the table that Equation (1) provides a good estimate of the relationship between $f_c^{\prime }$ and V_p but that the values of ‘a’ and ‘b’ vary with the mixture proportions.

The best fit single exponential trend line to all experimental data from the present study is plotted together with the data on Figure 6 and is given by:

$$f_c^{\prime }=0.0582·e^{0.0016·V_p}, \left(R^2=0.588\right)$$

(2)

Equation (2) has a poor R² value compared to R² values for the correlations for individual mixtures given in Table 6, highlighting the effect of the mix composition. A comparable low level of reliability is apparent on Figure 7, which plots the ratio of $f_c^{\prime }$ values calculated using Equation (2) to the measured $f_c^{\prime }$ values for the database of cases listed in Table 6 as well as those obtained in the current study. It is seen that the ratios of calculated to measured strengths typically vary between 1.5 and 0.66 and do not reveal a systematic dependence on the mortar mix. Calculated compressive strengths are generally higher than measured strengths for $f_c^{\prime }<$ 20 MPa, reflecting the effects of time and slag replacement content evident in Figure 1.

An analysis of variance (ANOVA) with a single degree of freedom (SF) and confidence interval of 95% was conducted on the data obtained from the present study to investigate the dependence of $f_c^{\prime }$ and V_p, concrete age (t), water-to-cement ratio (w_c) and slag replacement percentage (s). The results from this analysis are provided in

Table 8. Analysis of variance among variables on $f_c^{\prime }$.

Source of Variation	SS	MS	F-Value	p-Value
t (days)	5749.14	5749.14	51.22	0
Vp (m/s)	398,365,031.60	398,365,031.60	6002.57	0
s (%)	137.82	137.82	0.66	0.42
wc	17,487.02	17,487.02	268.309	0

SS—sum of the square variation; MS—mean squares.

and indicate that V_p, t, and w_c are statically significant (with p-values less than 0.05) but that s is not significant (within the range investigated of 15% to 45%).

Regression analysis of samples with and without slag replacement gave the following best fit expressions:

$$f_c^{\prime }\left(\mathrm{mortar}\right)=0.3e^{0.0012V_p} \left(R^2=0.899\right)$$

(3a)

$$f_c^{\prime }\left(\mathrm{mortar}\mathrm{with}\mathrm{slag}\mathrm{replacement}\right)=\left(\frac{0.22e^{3w_c}}{1+e^{-0.3t}}\right){f^{\prime }}_c\left(\mathrm{mortar}\right) \left(R^2=0.944\right)$$

(3b)

where $f_c^{\prime }$ is expressed in MPa, t is in days, and V_p is in m/s. Limits of applicability for Equation (3b) are as follows: 15% ≤ s ≤45%, 1 day ≤ t ≤ 28 days, 0.15 ≤ w_c ≤0.6.

The high value of R² for Equation (3a) indicates that a good estimate of $f_c^{\prime }$(mortar) can be obtained for a given mix, knowing the value of V_p alone. Equation (3b) allows determination of the strength of the mortar with slag replacement by applying a correction for the curing period and water-to-cement ratio to the compressive strength of mortar with no slag present, $f_c^{\prime }$(mortar). The coefficient of determination of R² for Equation (3b) is significantly higher than that of Equation (2) due to the incorporation of the tendency for $f_c^{\prime }$ in mixes with slag replacement to reach that of $f_c^{\prime }$(mortar) after long curing periods and the trend of reducing strength with increasing w_c.

The suitability of Equation (3) results from the previous studies summarised in Table 6 is examined in Figure 8 which presents the ratios of calculated to measured $f_c^{\prime }$ values determined using Equation (3). In contrast to Figure 6, calculated $f_c^{\prime }$ values are typically within 15% of measured values and no systematic dependence on the strength value (and the curing period by inference) is observed. The good agreement with Equation (3) also indicates that the specific $f_c^{\prime }$ vs V_p relationship for the mortars described in Table 6 is similar to that of the mortar mix employed in the present study.

4. Conclusions

This study demonstrated the effect of partial replacement of cement with GGBFS in mortar and showed that:

• A slower hydration rate is observed during early ages (1-day to 14-day) but long-term strengths approach those of mortars without GGBFS. Previous research has shown that this is due to the specific characteristics of hydration kinetics of these material types.
• The compressive strength of mortars with GGBFS at a given curing period and water-to-cement ratio is relatively independent of the slag replacement percentage (s) for s values between 15% and 45%.
• The compressive strength of a given mortar mix without slag is well described by an exponential function of the ultrasonic velocity (V_p).
• The exponential relationship between compressive strength and ultrasonic velocity requires the application of a correction factor in mortars with slag replacement, where the correction factor is a function of time and water-to-cement ratio.