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Article

Durability of Structural Lightweight Concrete Containing Different Types of Natural or Artificial Lightweight Aggregates

by
Efstratios Badogiannis
1,*,
Maria Stratoura
1,2,
Konstantinos Aspiotis
3 and
Alexandros Chatzopoulos
4
1
School of Civil Engineering, National Technical University of Athens, 15773 Athens, Greece
2
Department of Environmental Engineering, University of Patras, 30100 Agrinio, Greece
3
School of Chemical Engineering, National Technical University of Athens, 15773 Athens, Greece
4
Department of Civil Engineering, Democritus University of Thrace, 67100 Xanthi, Greece
*
Author to whom correspondence should be addressed.
Corros. Mater. Degrad. 2021, 2(4), 554-567; https://doi.org/10.3390/cmd2040029
Submission received: 4 August 2021 / Revised: 6 September 2021 / Accepted: 22 September 2021 / Published: 28 September 2021
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Abstract

:
Different structural lightweight concrete mixtures of specific density and strength classes were produced by using various lightweight aggregates (LWAs) such as pumice, perlite, and rice husk ash. Their properties were evaluated in fresh and hardened states with regards to compressive strength and durability parameters such as water absorption (open porosity and capillary absorption), chloride’s penetration resistance, and carbonation depth. According to the results, most LWA concrete mixtures performed satisfactorily in terms of the designed strength and density and they could be used as structural LWA concrete mixtures. As far as the durability of LWA concrete was concerned, open porosity and resistance to the carbonation of LWA concrete were burdened with the porous nature of LWAs, while sorptivity in some mixtures and especially chlorides’ penetration resistance in all mixtures were reported to be significantly improved. The overall strength and durability performance of the designed LWA concrete mixtures could mitigate the concerns stemming from its vulnerability to extreme exposure conditions.

1. Introduction

Concrete is one of the most important levers of development for contemporary society and often its consumption level constitutes an index of development rate. Its main usage in infrastructure and residential buildings presupposes improved flexural performance that imposes steel reinforcement [1]. The durability of reinforced concrete (RC) is assured by a concrete cover, as the latter is an exceptionally durable material that protects steel from corrosion. However, all materials degrade over time—especially steel, which is extremely susceptible to corrosion [2].
Steel corrosion is an electrochemical process that involves water and oxygen and it is influenced by aggressive environmental agents such as CO2 and chlorides (Cl−) [3]. Cl− found in seawater and anti-frost salts used in highways are especially of concern in RC structures as they are extremely aggressive agents that promote non-uniform corrosion [4]. Chlorides are induced in concrete through the mechanisms of capillary absorption, hydrostatic pressure, and diffusion. The latter is considered as the main mechanism of chlorides’ ingress and refers to the movement of chlorides’ solutions that equalizes their concentration differences [5].
When concrete’s steel reinforcement rusts, the fragility of the RC structures increases and their durability degrades. However, durability, together with the rational use of raw or recycled materials, are considered key parameters for sustainable concrete structures [6]. Durable and sustainable design is emphasized in the newly imposed EN standards and structural building codes [7] since environmental, social, and economic performance are equally considered with the technical and functional requirements of the structures [8]. At the same time, the European community steadily promotes industrial ecology and sustainability in the raw materials used for the production of concrete [9]. Therefore, the technological development of unconventional concrete that exploits alternative raw or recycled aggregates such as lightweight concrete (LWC) is considered valuable. Nevertheless, at the intersection of these two essential parameters of concrete sustainability, such as durability and the rational use of raw or recycled materials, the research community ought to continuously evaluate alternative materials for the production of concrete and to examine whether their usage affects the durability of concrete.
In the recent literature, different types of LWAs have been examined for the production of LWC [10]. Pumice is one of the most widely used natural lightweight aggregates [11,12]. In addition to its use as an LWC aggregate and due to its mineralogy, ground pumice is also used as a cement replacement material, since it exhibits pozzolanic reactivity. Hossain examined the effect of pumice addition in mortars at a cement replacement percentage of 10–40% and reported a strength increase of up to 20% [13]. Research into the mechanical and durability characteristics of concrete with pumice-blended cement has also been the subject of other publications, where improvement in the both strength and durability of LWC is also reported [14,15]. Additional research into the durability of LWC containing pumice as aggregates will provide constructive enrichment on the strength and durability characteristics of pumice concrete [16].
Perlite is another natural lightweight aggregate that is widely used in LWC, mainly in its expanded form. Perlite is expanded when it is rapidly heated to a temperature that exceeds its softening point (900–1200 °C) [17]. Expanded perlite can be used in concrete by replacing part of cement or aggregates, as it provides good thermal and sound insulation, satisfactory fire resistance, and low density [18]. However, its porous nature affects the workability of concrete and as more water is necessary for the soaking of the perlite aggregates, the strength of LWC is counted to be decreased [19]. Research on sealing the open pore system of expanded perlite mainly by applying hydrophobic coatings has already been reported in the literature [20,21] and further investigation into the subject will be productive.
Moreover, there is significant research work on using wastes as substitution material of fine aggregate [22,23] in concrete, in an attempt to further promote sustainability. In this context, run of mine (Pe) perlite, a raw perlite stream of 0–2 mm or 0–4 mm grade which it rejected as a waste from the perlite expansion process, could substitute fine aggregates in concrete. Until today, only ultra-fine run of mine perlite has been promoted [24] or studied [25] as effective in supplementing the cementitious material of concrete. Some preliminary work on the exploitation of finer than 4 mm perlite as fine aggregates of LWC returned satisfactory results in terms of strength and durability [26]; however, more research will be constructive. Furthermore, rice husk ash (R), an agro-industrial residue derived from the controlled burning of rice husk could also be used instead of fine aggregates. It has very low bulk density and it is rich in silica, where in many cases—depending on its nature and burning/cooling condition—the total silica of R exceeds 90% [27]. Many researchers have already investigated the pozzolanic action of R in concrete and they have obtained very satisfying results [28]. However, the deposition of R waste is enormous, and its further use as an aggregate could relieve the environmental pressure. Research in this direction and using R as a fine aggregate material can be found in the literature [26,28].
This study investigated the potential use of alternative raw materials as aggregates in the production of structural lightweight concrete of specified strength and density classes, such as minimum strength class LC28/30 and maximum density class D1.6, respectively. Their usage is expected to contribute to both the rational usage of raw materials and the exploitation of industrial wastes—thus endorsing sustainability. Thus, non-conventional aggregates such as pumice (Pu), perlite (Pe), rice husk ash (R), and waterproof expanded perlite (ePe) were selected and combined to produce eight different concrete mixtures. The fresh properties, mechanical characteristics, and durability parameters of the lightweight concrete mixtures were studied. The results demonstrate whether the designed concrete mixtures satisfy the specified density and strength classes. In addition, they are expected to illustrate the role of LWAs in the strength development and durability of concrete.

2. Materials and Methods

Lightweight aggregate concrete (LWC) was produced by using four different LWAs, pumice (Pu), perlite (Pe), expanded perlite (ePe), and rice husk ash (R). Table 1 and Table 2 list their chemical composition and their physical properties (apparent density-ρa and water absorption-A), respectively. Typical Portland cement CEM I 42,5R (OPC) was used in the concrete mixtures and its chemical composition is also presented in Table 1.
A special treatment was performed only on ePe and R aggregates. More specifically, expanded perlite was subjected to heat treatment at 400 °C for 4 h in order to expel interlayer-adsorbed water and then immersed for 24 h in a waterproofing media. Rice husk was also thermally treated at 700 °C for 2 h, to burn out the remaining carbon content.
A mix design blended the different types and grades of LWAs. Figure 1 presents the grain size curves of all the aggregates used in this study. Pumice (Pu), of nominal grading 0–4, 0–8, and 0–16 mm; perlite (Pe) of 0–2 and 0–4 mm nominal grading; and rice husk ash (R) 0–2 mm nominal grading; as well as three locally available crushed calcareous limestone aggregates (Ca) of nominal grading 0–4, 4–8, and 8–16 mm, were used. The mix design aimed to produce compact concrete mixtures of similar density (D1.6) and strength class (LC28/30), according to EN206-1 [29].
Table 3 summarizes the syntheses of the seven different LWA concrete mixtures that were compared to a reference mixture (REF) which contained only calcareous normal weight aggregates (NWAs). The water-to-cement ratio (w/c) for all mixtures was kept constant (0.40), considering the absorption capacity of the aggregates (Table 2). Appropriate superplasticizer (SP) dosage (% w/w of cement) was used to regulate the workability of LWC mixtures. The theoretical density of LWC mixtures was calculated as the summary of ingredients and it was considered in the mix design procedure.
In order to study the properties and the durability characteristics of LWA concrete, a batch volume of 15 L was produced for each concrete mixture. Seven cubic specimens of 100 × 100 × 100 mm3, two cylindrical specimens of 200 mm height and 100 mm diameter, and 12 cubic specimens of 70 × 70 × 70 mm3 were cast for each mixture. After 1 day of moist curing, the specimens were water-cured at 23 ± 1 °C for 28 days. Compressive strength was measured at 2, 7, and 28 days. The mean value of two (at 2, 7 days) or three (at 28 days) cubic specimens was calculated.
The durability of LCW mixtures was evaluated based on the water absorption (open and capillary porosity), chloride’s penetration resistance, and the carbonation depth on specimens cured for at least 28 days. The open porosity (p) was evaluated according to ASTM C 642 [30], after 28 and 90 days of curing. The sorptivity test was applied to a concrete cylinder disc of 100 mm diameter and 50 mm height, at the age of 28 days and the sorptivity, (S, mm/min0.5) was calculated in compliance with the RILEM Technical Recommendation [31].
The chloride migration was estimated according to NT Build 492 [32]. The (apparent) chloride penetration coefficient, Dnssm (×10−12 m2/s) was calculated on a 50 mm-thick segment extracted from the middle zone of two different cylindrical specimens. The specimens were maintained for 24 h under a potential difference between a cathode solution of 10% w/w sodium chloride (NaCl) and an anode solution of 0.3 N sodium hydroxide (NaOH). Afterwards, each specimen was split and the determination of the chloride migration depth was performed by a colorimetric method. According to the method the two pieces were sprayed with a 0.1 M silver nitrate (AgNO3) solution and the displayed chloride depth profile was measured. The calculation of coefficient Dnssm was performed at two concrete ages: 28 and 90 days.
The carbonation depth was measured using the cubic specimens of 70 mm edge. Specimens were water cured for at least 90 days and then placed in a laboratory environment until testing. After seven days, a set of specimens were placed into the accelerating carbonation chamber (T = 20 °C, relative humidity = 55%, CO2 = 1% v/v) where they remained until the measuring date, i.e., 60 and 120 days.
Finally, photos were captured using scanning electron microscopy (SEM) of the concrete samples after 90 days of curing and the paste as well as the transition zone between cement paste and coarse aggregates were studied. The used SEM was a Jeol JSM-5600 instrument, operating at 20 keV and 0.5 nA.

3. Results and Discussion

The properties of fresh and hardened concrete for all concrete mixes are presented in Table 4. The density values of the lightweight mixtures in fresh condition ranged from 1477 kg/m3 to 1661 kg/m3, and while in a hardened state, ranged between 1250 and 1504 kg/m3. According to ACI 211.2-98 [33], all the mixtures could be considered lightweight concretes. Moreover, the density values of the mixtures satisfy the initial goal of the mix design regarding the classification of the LWC mixtures in density classes below D1.6, as specified by EN206-1 [29].
The workability of the concrete mixtures was certainly affected by the porous nature of the used lightweight aggregates. The reported slump values of lightweight mixtures were constantly lower than the slump of the reference mixture, despite the fact that more than double the amount of superplasticizer was initially consumed (Table 3) in order to achieve the basic workability of the two first slump classes—S1–S2—of the EN206-1 [29]. The PePu and Pu mixtures seemed to respond well to the superplasticizer addition since they consumed a relatively low dosage in order to approach the slump of the reference mixture. On the other hand, mixtures with R exhibited very poor rheology, despite the fact that they consumed a higher dosage of SP. In any case, the workability of the studied lightweight concrete mixtures needs further optimization and it should be undertaken in the next experimental program of the current research. At the same time, the air content of the mixtures was measured to be increased, due to both the porous nature of the LWC mixtures and the additional SP dosage which certainly affected the air content values [34].
With regard to the compressive strength, the results for conventional concrete (REF) and light-weight concrete mixtures after 2, 7, and 28 days of curing are illustrated in Table 4. Undoubtedly, the addition of LWAs instead of normal weight aggregates not only reduced the weight of concrete but also its compressive strength. The compressive strength followed a clear reduction trend in accordance with the decreasing trend of the density of the mixtures. The PeCaPu and PePu mixtures exhibited strength values above or near 30 MPa, respectively.
In sequence, the average strength values at 28 days and standard deviation were used for the calculation of the characteristic strength (fc) for all mixtures, in order to classify concrete mixtures to the specified strength classes according to EN206-1 [29]. Figure 2 compares the characteristic strength and (dry) density of concrete mixtures in order to examine the strength equivalence between the LWC mixtures in terms of density. Thus, the mixtures are presented in descending order according to their density values. As shown, the PeCaPu mixture and ePeCaPu and PePu mixtures (marginally) satisfy the primary experimental aim of this study as far as both the minimum strength class (LC28/30) and maximum density class (D1.6) are concerned. The other mixtures, although they were not classified in this strength class, could still be recommended as structural LWC mixtures (strength class LC20/25). Additionally, by comparing mixtures that are categorized in the D1.6 density class (PeCaPu, ePeCaPu, and PePu), the PePu mixture managed to approach the lower limit of the strength class (30 MPa), having density near to the lower limit of the density class (1408 kg/m3), respectively. The PeCaPu mixture was classified in the strength class LC28/30 and in the density class D1.6. It seems that the other mixtures, although categorized in lower strength (LC20/25) and density (D1.4) classes, could also fulfill the experimental goals of the subsequent classes after further optimization.
The experimental results of all the studied durability parameters—open porosity (OP), sorptivity (S), and chloride penetration coefficient (Dnssm) at the age of 28 days—are presented in Table 5. Open porosity values are reported to be high as the open porosity of the LWAs also counts in the testing measurements and ranged from 19.2 to 29.6%, significantly higher compared to REF (13.5%). Nonetheless, the reported sorptivity values related to the capillary porosity of the paste are shown to be similar or slightly increased compared to REF in most mixtures, while in two mixtures (PeCaPu, ePeCaPu), they were reportedly improved. The values range from 0.069 mm/min0.5 to 0.103 mm/min0.5. It should be noted that the coefficient of correlation (R2) values were found to be near 1 for all specimens, satisfying the prescribed high degree of linearity [31].
In contrast, it was recorded that the chloride penetration coefficient (Dnssm) was improved for all the mixtures, exhibiting lower values compared to the REF mixture. The Dnssm values for LWC ranged between 4.1 × 10−12 m2/s to 9.1 × 10−12 m2/s, significantly lower compared to conventional (REF) mixture (15.5 × 10−12 m2/s). According to the classification given by Nilsson et al. [35], all lightweight concrete mixtures were characterized in terms of chloride penetration resistance as “extremely high” and “very high”, while “low” in the case of conventional concrete. The Pu mixture was found to have the best performance in terms of chloride penetration resistance.
In order to better demonstrate the effect that LWAs have on durability, Figure 3 illustrates the changes (%) in the studied durability parameters compared to the REF mixture and with regard to the fines (<250 μm) content expressed by cement mass (%). Unsurprisingly, open porosity is burdened with the porosity of the LWAs which proved to be more influential in the case of RPu, since both aggregates (R, Pu) have increased porosity values, as it has been also reported in their water absorption values (Table 2). It is also depicted in Figure 3, that the greater the fines content is (%), then the more OP (%) values are reported. In contrast, the addition of LWAs in some mixtures favors sorptivity, whereas, for instance, in the PeCaPu and ePeCaPu mixtures, sorptivity is decreased. It seems that when Ca aggregates are combined with Pe and Pu, as happened in the PeCaPu or ePeCaPu mixtures, a reduction in sorptivity could be reported. It must be also noted that the fines content of LWA in these mixtures ranges at low values (approximately 50% of the cement content). Thus, fine grains of Pe and Pu aggregates, when they are ranged in optimized values, could fill the capillary porosity and therefore improve the sorptivity of the paste.
The most explicit results are reported for the chloride penetration coefficient (Dnssm), where it is well depicted that all the concrete mixtures exhibit improved resistance (Figure 3). The improvement is (approximately) between 40 and 70% compared to the chloride penetration coefficient of the REF mixture. In general, by increasing the content of fine grains of LWAs and especially of Pu, the Dnssm values decrease, implying improved resistance to Cl− penetration. The same conclusions regarding the beneficial role of fine grains of pumice were met in the literature [36,37], where it was also reported that its effect was more pronounced by the curing time. Wherever Pu aggregates participated in the LWA blend, the Dnssm values were registered as low despite the increased OP values. It should be considered that although it is well known that porosity favors penetration [38], it seems that the porous system of Pu does not at all favor the migration of the chlorides, by providing path tortuosity [39]. Reduced Cl− migration can also be attributed to the dense interfacial transition zone (ITZ) between the lightweight aggregates and cement paste [40,41]. Therefore, it could be said that when Pu aggregates are used in the LWA blend, any negative influence that the OP may have on the Cl− penetrability is counterbalanced. In the cases of PeCaPu and ePeCaPu, the low Dnssm values are consistent with the comparatively lower values of sorptivity, respectively.
Naturally, as the paste structure is expected to be improved over the curing time, durability is also expected to be enhanced. Figure 4 depicts the change (%) compared to the REF mixture on two durability parameters that were monitored over time—namely the OP and Dnssm. It is shown that OP decreases after 90 days and its change compared to REF is lower, echoing the paste structure improvement that occurs over time which moderates the burdening role of LWAs. Similarly, and to a greater extent, the decrease in Dnssm compared to the REF mixture is reported to be even more intensive after 90 days, again confirming the effect that curing time has on paste structure and therefore on the chloride resistivity of the LWC. It was also noticed that the time effect was more prominent for Dnssm than for OP. Moreover, in terms of Dnssm, all LWC mixtures could be considered equivalent, exhibiting a degree of improvement near to 90% compared to the REF mixture. Impressively, the RPu and RCaPu showed very high resistance to Cl− and it seems that after the age of 28 days they became capable of equalizing their performance to those of other LWC mixtures. This evidence is a strong fact when supplementary cementitious materials such as rice husk ash are employed in concrete, as it is well known [42]. However, further study on this behavior is needed in order to soundly conclude under which circumstances the use of R as a concrete aggregate could also contribute to its durability.
In Figure 5, the results from the carbonation test are presented. As expected, the porous nature of LWAs does not provide any resistance against carbonation and the carbonation depth is reported to increase in all the LWC mixtures compared to the REF mixture. Similar conclusions were drawn by Samimi et al. [43], who also attributed this effect to the increased porosity of LWA blend, as well as to the reduced values of Ca(OH)2 content as a result of any inherent pozzolanicity that they may provide. As far as the LWA blend is concerned, it seems that the involvement of Pe or ePe—and naturally, of Ca—in the aggregate blend increases the resistance of LWC. Therefore, the ePeCaPu, ePePu, and PeCaPu mixtures exhibited the best resistance between LWC mixtures. In contrast, the concrete mixture Pu that only contained pumice aggregates showed a weak resistance. Finally, both the RPu and RCaPu mixtures that contained R as an aggregate also showed very weak resistance. Obviously, the addition of rice husk ash in the form of aggregate addition does not manage to deliver its well-known beneficial action for the skeleton of concrete and therefore low resistance against carbonation is recorded in these mixtures [42]. However, the pozzolanic reactivity of R (specimens were tested after 90 days of curing) must be also considered, as the lower pH values of the paste pores solution could lead to an overestimation of the carbonation depth. In any case, when pozzolanic materials are incorporated in concrete, the carbonation depth is affected by both the modified hydration mechanisms and the lower pH values. Witkowski and Koniorczyk [44] also pointed out the overestimation risk that the phenolphthalein method enhances when pozzolanic additives are employed in concrete.
In Figure 6, Figure 7 and Figure 8, the SEM images of the concrete specimens for the Pu, PePu, and PeCaPu mixtures are presented, respectively. The images are taken at specific areas that include both Pu coarse aggregates and their interfacial transitional zone (ITZ) with cement paste. Comparing the mixtures, through the series (a) of the images (Figure 6, Figure 7 and Figure 8), some cracks were detected in the ITZ of Pu and PeCaPu mixtures, although less in the latter. According to Gopalan and Haque [45], the increased shrinkage (>50%) of concrete can generate shrinkage cracking. On the other hand, lightweight aggregates favor ITZ densification as due to their pozzolanic reactivity, improved bonding can occur between the cementitious paste and the surface of pumice aggregates [46]. Focusing on the coarse aggregates (series b, c of Figure 6, Figure 7 and Figure 8), cement paste has filled the surface pores of the lightweight aggregate. In some cases (Figure 7b for the PePu mixture), cracking is detected in the paste that filled the pore, implying that the absorbed in the pores of aggregate water gradually came out during hydration, providing internal curing. It is well reported in the literature [47,48,49] that internal curing prevents the ITZ from further cracking. It is characteristic that no cracking is detected in this sample (PePu) or at its nearby ITZ (Figure 7a), while, as already mentioned, cracks are reported for the samples Pu and PeCaPu.

4. Conclusions

This paper presents the results of strength and durability tests performed on lightweight concrete incorporating pumice, perlite, expanded perlite, and rice husk ash in different percentages. The following conclusions were drawn based on the presented findings:
  • Most of the designed LWCs were successfully classified to the designed density category D1.6, while the strength values for 3 of the 6 mixtures were found to be capable of satisfying both the strength (LC28/30) and density (D1.6) categories. The other mixtures, although they were not categorized at the designed strength class, could stand alone as structural LWC mixtures, as they developed satisfactory strength in terms of structural design and use.
  • The effect that LWA have on the durability properties is well demonstrated in the case of open porosity, which is burdened with the increasing content of the fine grains of the LWA blend.
  • Sorptivity was not particularly influenced and it was found that the combination of Ca aggregates with Pe and Pu promoted its reduction.
  • Chloride penetration coefficient (Dnssm) was found to be intensely vulnerable to the increasing content of fine grains of LWA and it was significantly decreased, especially when the Pu content was high in LWA blend.
  • LWC did not register any resistance against carbonation due to the porous nature of LWA. Carbonation depth was reported to increase in all LWC mixtures compared to the REF mixture.
  • Both OP and Dnssm demonstrated enhanced values over time. Particularly, Dnssm values decreased further at 90 days and all LWC mixtures exhibited a degree of improvement near to 90% compared to REF mixture.
  • SEM images verified that cement paste filled the pore system of LWA and especially the pores of coarse pumice (Pu 0–16). Water equilibrium between the saturated pore system of the coarse pumice and the paste of the ITZ seems to have occurred, preventing ITZ from cracking due to drying shrinkage.
  • LWC mixtures contained ePe and R did not perform particularly well in terms of both strength and durability compared to other mixtures, to an extent that it could justify their increased processing energy cost.
  • Both the strength and durability results of all other LWC mixtures and especially their exhibited high resistance to chlorides’ penetration, could revert the aspect that LWC is susceptible to extreme environmental conditions, and enhance its broader application in construction.

Author Contributions

Conceptualization, E.B., M.S., K.A.; methodology, all authors; validation, E.B., M.S.; formal analysis, all authors; investigation, all authors; resources, K.A., A.C., writing—original draft preparation, M.S.; writing—review and editing, E.B.; visualization, E.B.; supervision, E.B. All authors have read and agreed to the published version of the manuscript.

Funding

This research received no external funding.

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

The raw data of all the conducted tests, used to support the findings of this study, are available from the corresponding author upon request.

Acknowledgments

The authors gratefully acknowledge TITAN Cement Company S.A., IMERYS Industrial Minerals Greece S.A. Agrino, and NANOVIS Inc., for supplying the materials and T.-M. Zavras for his contribution in part of the experimental work. No endorsement is implied through acknowledgement.

Conflicts of Interest

The authors declare that there is no conflict of interest regarding the publication of this paper.

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Cmd 02 00029 g001 550
Figure 1. Grading curves of all aggregates used in the different concrete mixtures.
Figure 1. Grading curves of all aggregates used in the different concrete mixtures.
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Figure 2. Characteristic compressive strength (fc) at the age of 28 days with respect to the density of LWC mixtures.
Figure 2. Characteristic compressive strength (fc) at the age of 28 days with respect to the density of LWC mixtures.
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Figure 3. Changes (%) in OP, S, and Dnssm of LWC mixtures at the age of 28 days compared to reference mixture (REF) and with respect to the content (%) of fines <250 μm.
Figure 3. Changes (%) in OP, S, and Dnssm of LWC mixtures at the age of 28 days compared to reference mixture (REF) and with respect to the content (%) of fines <250 μm.
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Figure 4. Changes (%) over curing time (28–90 days) of open porosity (OP) and chloride migration coefficient (Dnssm) of LWC, with respect to the REF mixture.
Figure 4. Changes (%) over curing time (28–90 days) of open porosity (OP) and chloride migration coefficient (Dnssm) of LWC, with respect to the REF mixture.
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Figure 5. Carbonation depth of LWC mixtures, after 60 and 120 days of exposure.
Figure 5. Carbonation depth of LWC mixtures, after 60 and 120 days of exposure.
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Figure 6. SEM photos of Pu concrete samples: (a) ITZ area, (b) and (c) aggregate pore filled by cement paste.
Figure 6. SEM photos of Pu concrete samples: (a) ITZ area, (b) and (c) aggregate pore filled by cement paste.
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Figure 7. SEM photos of PePu concrete samples: (a) ITZ area, (b) and (c) aggregate pore filled by cement paste.
Figure 7. SEM photos of PePu concrete samples: (a) ITZ area, (b) and (c) aggregate pore filled by cement paste.
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Figure 8. SEM photos of PeCaPu concrete samples: (a) ITZ area, (b) and (c) aggregate pore filled by cement paste.
Figure 8. SEM photos of PeCaPu concrete samples: (a) ITZ area, (b) and (c) aggregate pore filled by cement paste.
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Table
Table 1. Chemical analysis (% w/w) of used materials.
Table 1. Chemical analysis (% w/w) of used materials.
SiO2Al2O3Fe2O3CaOMgOSO3K2ONa2OTiO2P2O5ZnOL.O.I.
OPC20.064.913.5162.193.112.710.500.20---2.81
Pu68.2211.831.154.090.44-4.002.760.120.03-7.37
Pe73.8212.971.001.400.25-3.494.49---2.59
R90.590.080.451.220.48-0.840.66--0.025.66
Table
Table 2. Physical properties of aggregates.
Table 2. Physical properties of aggregates.
Pu
(0–4)		Pu
(2–10)		Pu
(0–16)		Pe
(0–2)		Pe
(0–4)		ePe
(0–2)		R
(0–2)		Ca
(0–4)		Ca
(4–8)		Ca
(8–16)
ρa (t/m3)1.611.391.132.202.150.961.792.672.672.61
A (%)19.317.017.04.03.421.013.72.10.900.90
Table
Table 3. Concrete mixtures proportions (kg/m3).
Table 3. Concrete mixtures proportions (kg/m3).
MaterialsMixture
REFPeCaPuePeCaPuPePuRCaPuPuePePuRPu
Cement400400400400400400400400
Ca (0–4)948-- ----
Ca (4–8)56957--89---
Ca (8–16)379-107-----
Pe (0–2)-114-158----
Pe (0–4)-512479243--215-
Pu (0–4)---190412537168287
Pu (0–16)-455320464446381410421
Pu (2–10)-----59-105
ePe (0–2) -160---140-
R (0–2)----167--144
Effective water160160160160160160160160
SP1.42.62.71.510.22.72.85.6
SUM24571701162916171684154014961523
Table
Table 4. Test results for all concrete mixtures in fresh and hardened states.
Table 4. Test results for all concrete mixtures in fresh and hardened states.
MixtureSlump (mm)Air Content (%)Density (Fresh)
(kg/m3)		Density
(Dry)
(kg/m3)		Compressive Strength (MPa)
2 d7 d28 d
REF1001.52427229551.6160.3068.8 ± 2.6
PeCaPu234.81661150426.6531.4235.0 ± 1.5
ePeCaPu104.81583142624.0929.2529.5 ± 0.4
PePu405.11577140822.8126.2329.8 ± 0.3
RCaPu103.01570139516.1720.8128.1 ± 1.9
Pu606.31506127919.6124.1526.4 ± 0.6
RPu205.01495125018.0821.5928.4 ± 1.8
ePePu106.91477128519.2825.0526.7 ± 0.6
Table
Table 5. Open porosity (OP) %, sorptivity (S), and chloride penetration coefficient (Dnssm) of concrete mixtures at the age of 28 days.
Table 5. Open porosity (OP) %, sorptivity (S), and chloride penetration coefficient (Dnssm) of concrete mixtures at the age of 28 days.
MixtureOP (%)S (mm/min0.5)Dnssm (×10−12 m2/s)
REF13.50.09615.5
PeCaPu21.90.0835.3
ePeCaPu19.20.0695.6
PePu23.70.0986.9
RCaPu27.10.0959.1
Pu29.60.1014.1
RPu28.40.1037.0
ePePu24.40.1025.1
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Badogiannis, E.; Stratoura, M.; Aspiotis, K.; Chatzopoulos, A. Durability of Structural Lightweight Concrete Containing Different Types of Natural or Artificial Lightweight Aggregates. Corros. Mater. Degrad. 2021, 2, 554-567. https://doi.org/10.3390/cmd2040029

AMA Style

Badogiannis E, Stratoura M, Aspiotis K, Chatzopoulos A. Durability of Structural Lightweight Concrete Containing Different Types of Natural or Artificial Lightweight Aggregates. Corrosion and Materials Degradation. 2021; 2(4):554-567. https://doi.org/10.3390/cmd2040029

Chicago/Turabian Style

Badogiannis, Efstratios, Maria Stratoura, Konstantinos Aspiotis, and Alexandros Chatzopoulos. 2021. "Durability of Structural Lightweight Concrete Containing Different Types of Natural or Artificial Lightweight Aggregates" Corrosion and Materials Degradation 2, no. 4: 554-567. https://doi.org/10.3390/cmd2040029

APA Style

Badogiannis, E., Stratoura, M., Aspiotis, K., & Chatzopoulos, A. (2021). Durability of Structural Lightweight Concrete Containing Different Types of Natural or Artificial Lightweight Aggregates. Corrosion and Materials Degradation, 2(4), 554-567. https://doi.org/10.3390/cmd2040029

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