Eco-Innovative Concrete for Infrastructure Obtained with Alter-Native Aggregates and a Supplementary Cementitious Material (SCMs)

1. Introduction

It becomes absolutely necessary the transition from the "Linear Economy" [1] toward the waste management concept of European Directive 2008/98/EC [2] and the Industrial Emissions Directive known as European Directive 2010/75/EU in favor of the "Circular Economy" [3,4], based on reducing the consumption of natural resources through the use of recycled waste from various industries and industrial by-products, which might become alternatives to the raw materials used in the construction industry by creating more ecological construction products, as results of the circular economy put in practice. The uncontrolled consumption of natural resources may lead to the climate and economic changes we are already facing, which are the result of a still existing linear economy in certain areas of the world [4].

The increasingly large volume of waste in landfills, the lack of storage space and the stringent reduction of non-renewable natural resources, are strong motivation for researchers to mobilize and support recyclers in finding innovative ways to use recycled waste as raw materials in new concrete mixes, which represents one of the most eco-friendly options.

Conventional concrete is the most widely used artificial material in the construction industry and worldwide, second only to water. Its production involves the depletion of the natural resources and increased use of cement, whose production requires significant amount of electrical energy and limestone, leading to significant environmental impacts and CO2 generation beside the high amount of emissions released [5,6,7,8,9,10,11,12].

Recycled waste, such as glass, plastic, concrete, construction waste, rubber, and ceramics used in the production of concrete, may facilitate the transition from the linear economy to the circular one [4]. Numerous research has been undertaken by [Corbu et al.,] for concrete mixtures using glass powder as partial replacement for cement in conventional concrete mixes, an innovative method supporting the recycling companies' in reducing of waste in landfills [13,14] and their transformation into final recyclers by putting into production the new eco-friendly concrete for various construction elements (paving curbs, hollow blocks, platforms, sidewalks) [15,16,17,18]. The recycling of concrete from demolitions or that obtained by crushing prefabs is equally welcomed. If the volume allows, concrete obtained from tests of samples subjected to destructive or non-destructive laboratory determinations, with or without a known track can be used, such an example being the present research.

Numerous studies have been conducted worldwide with respect to the use of glass powder or of recycled concrete aggregates individually. However, studies of the mixture containing both in a single composite are relatively limited in number.

Glass powder resulting from recycling (WGP-Waste Glass Powder), used as a substitute for cement in proportions of 10÷25% in concrete/mortar mixtures, has been highlighted in recent studies of the authors [19,20,21,22,23,24,25]. It has also been used in geopolymer concrete in proportions of 20÷80% [26,27,28]. Furthermore, studies have been conducted on the substitution of up to 60% of materials and the monitoring of strength development up to 90 days [29,30] and focusing on the efficiency of pozzolanic activity of cementitious materials [31,32,33,34,35].

Hornea et al. (2017) investigated the properties of mortars with cathode ray tube (CRT) glass waste (Pb containing) added in the amount of 30, 40 to 50 weight percent, as re-placement for river sand. The experimental results indicate that all the samples containing glass waste achieved higher compressive strength than the control mortar. After 14, 28 and 42 days of maintaining the mortar in water, no evidence of Pb was detected in the solutions [36].

All these studies can encourage recyclers to create their own SMEs and to produce and implement such eco-friendly concretes in the production of various precast elements like paving or curbs, Lego-type hollow blocks, sidewalks, bike lanes, industrial platforms, parking lots, etc., depending on the specific requirements and regulations of each region.

The purpose of this study is to evaluate the possibility of integrating waste materials such as WGP (Waste Glass Powder) and RCA (Recycled Concrete Aggregates) into cementitious composites (concrete/mortar) and quantify their influence on mechanical strengths and durability, particularly in terms of abrasion resistance.

As a result, the findings of this study confirm a favorable contribution to the mechanical characteristics and abrasion resistance of road concretes when using WGP waste materials. The current use of WGP-RCA waste materials in concrete composition may redirect the construction industry towards a circular and sustainable economy in line with the main directions and requirements of EU.

2. Materials and Methods

2.1. Materials/Constituent materials

In Figure 1 are presented the two substituting materials, which might replace cement (WGP) and coarse aggregates (RCA), respectively.

2.1.1. Aggregates

The aggregates used for the control road concrete and for the eco-friendly road concrete are presented synthetically in Table 1.

In Figure 2, images of the aggregates used in the design for the control/reference concrete and the recycled coarse aggregate (4/8mm) RCA are presented.

In the present study concrete recipe design has been carried out through careful analysis of the characteristics of the used aggregates, especially for the recycled aggregates, (Ilker 1995) [37] followed by the adjustment of appropriate proportions based on an algorithm, in such a way that the designed mixtures comply with the requirements of the current standards in Romania for the production of road concrete [38,39].

Special attention is paid to the total aggregate as it represents approximately 60÷80% of the concrete composition. Recycled concrete aggregate exhibits inconsistency in quality due to its various sources often lacking a known history. In this study RCA (Recycled Concrete Aggregate) comes from a local laboratory that consistently verifies the quality of the designed/implemented materials, ensuring that they have not been contaminated in storage, RCA being obtained by crushing cubic specimens from a concrete class (C25/30) [37,40].

The design of concrete mixtures tooks into consideration the widest possible applicability of alternative aggregates to replace traditional, natural aggregates. The popularity of the new concrete is increasing as it is used as a secondary raw material in construction products. Through sustainable design of the resulting concrete, a smaller carbon footprint is achieved by using alternative RCA (Recycled Concrete Aggregates), which are approximately 10% lighter due to their porosity and the presence of cement paste compared to traditional mineral aggregates. However, high porosity in aggregates might result higher water absorption, lower mechanical strengths, and reduced resistance to repeated freeze-thaw cycles. Therefore, severe quality control is essential for recycled aggregates compared to traditional, natural aggregates. Some studies indicate methods of hydrophobization or enriching the density of aggregates through various techniques, to close the pores and, as consequence, to reduce water absorption [41,42,43,44].

In the present study, the criteria imposed on aggregates (according to SR EN 933-1:2012) [45] for single-layer road wearing courses were chosen, which are identical with the requirements for the types of aggregates used for double-layer road wearing courses, including the wearing layer, according to NE 014:2002 [38].

In the following, the determinations performed on aggregates in the laboratory will be presented.

2.1.1.1. The granularity of the aggregates, according to SR EN 933-1: 2012 [45]

The test consists of separating the material into several size granularity with decreasing dimensions, using a series of sieves. The masses of particles retained on the different sieves are reported relative to the initial mass of the material. The cumulative percentages of passage through each sieve are presented in numerical form (Table 2, Table 3, Table 4, Table 5). The obtained results are the average of 3 determinations.

2.1.1.2. Real density and water absorption coefficient for (RCA)

The determination is carried out according to SR EN 1097-6: 2013 [46].

The real density is calculated based on the mass-to-volume ratio. The mass is determined by weighing the saturated test specimen, with dry surface and again after drying in an oven. The volume is calculated based on the mass of the displaced water, determined by weighing using the picnometer method (for aggregates of size 0/4 and 4/8) or by reducing the mass using the wire loop method (for aggregates of size 8/16 and 16/25).

The following parameters have been calculated and presented in Table 6: Absolute volume mass (ρa), Real volume mass determined by oven drying (ρrd), Real volume mass on the saturated dry surface (ρssd), Water absorption coefficient (WA24) (expressed as a percentage of the dry mass after 24 hours of immersion in water), according to the equations:

Absolute volumetric mass:

$$\mathsf{\rho }\mathrm{a}={\mathsf{\rho }}_{\mathrm{w}}\frac{{\mathrm{M}}_4}{{\mathrm{M}}_4-\left({\mathrm{M}}_2-{\mathrm{M}}_3\right)},\mathrm{M}\mathrm{g}/{\mathrm{m}}^3$$

(1)

Actual density determined after drying in oven:

$$\mathsf{\rho }\mathrm{rd}=\frac{{\mathrm{M}}_4}{{\mathrm{M}}_1-\left({\mathrm{M}}_2-{\mathrm{M}}_3\right)},\mathrm{M}\mathrm{g}/{\mathrm{m}}^3$$

(2)

Actual density on the saturated dry surface:

$$\mathsf{\rho }\mathrm{ssd}=\frac{{\mathrm{M}}_1}{{\mathrm{M}}_1-\left({\mathrm{M}}_2-{\mathrm{M}}_3\right)},\mathrm{M}\mathrm{g}/{\mathrm{m}}^3$$

(3)

The water absorption coefficient (expressed as a percentage of the dry mass) after 24 hours of immersion (WA24) is calculated according to the following equation:

$$\mathrm{WA}24=\frac{100\times \left({\mathrm{M}}_1-{\mathrm{M}}_4\right)}{{\mathrm{M}}_4},\%$$

(4)

where:

• ρw - volumetric mass of water at the test temperature (0,9973 la T=24⁰ C), Mg/m3
• M1 - mass in air of saturated and superficially dried aggregates, g;
• M2 - mass of the pycnometer containing the sample of saturated aggregates, g;
• M3 - pycnometer mass filled with water only, g;
• M4 - mass in air of the test sample dried in the oven, g.

Using the wire loop method, the obtained results are included in Table 6.

2.1.1.3. The resistance to fragmentation of the coarse aggregate (Los Angeles coefficient) for (RCA) according to SR EN 1097-2: 2010 [47] and [38]

The determination is performed on an aggregate sample that is rolled together with an abrasive load consisting of steel balls in a rotating drum. Finally, the amount of material retained on the 1.6 mm sieve is determined. The Los Angeles coefficient (LA) is calculated according to the following equation:

$$LA=\frac{5000-m}{50}$$

(5)

where: m – The mass of the material retained on the 1.6 mm sieve, g.

Obtained results (Table 7):

High value means less resistance to crushing.

2.1.1.4. Abrasion testing of coarse aggregate (MicroDeval coefficient) for (RCA)

The abrasion testing is performed according to SR EN 1097-1: 2011 [48]

Working method: The test involves measuring the abrasion loss produced under specified conditions by the reciprocal rubbing of sampled aggregates in a cylinder as they are ground with steel balls in the presence of water. After rotation, the amount of retained aggregates on the 1.6 mm sieve is determined.

Expression of results: The Micro-Deval coefficient (MDE) of the test in the presence of water is calculated according to the following equation:

$$\mathrm{MDE}=\frac{500-\mathrm{m}}{5},$$

(6)

where: m – mass of the retained aggregates on the 1,6 mm sieve.

The results are considered as an average of 2 determinations (Table 8).

2.1.1.5. Flattening coefficient for (RCA) according to SR EN 933-3: 2012 [49]

Working method: The test consists of performing a double screening. First, the sample is fragmented into elementary aggregates di/Di using the test sieves. Each of the elementary aggregates di/Di is then screened using grates with slots parallel to a size of Di/2. The overall flattening coefficient is calculated as the total mass of particles passing through the grate with slots, expressed as a percentage of the total dry mass of the particles under test.

Expression of results:

The overall flattening coefficient (A) is calculated based on the following equation:

$$\mathrm{A}=\frac{M_2}{M_1}\times 100,$$

(7)

where:

M1 - sum of the aggregate masses of the elements di/Di, g

M2 - sum of the masses of the granules passed through the slotted grate corresponding to the opening Di/2, g.

Obtained results (Table 9):

2.1.2. Cement

The cement type used in the road concrete mixtures is CEM I 42.5R with the characteristics shown in Table 10.

The product is certified accordance to SR EN 197-1:2011 [50] and in accordance with SR EN 196-1 [51], SR EN 196-2 [52], SR EN 196-3 [53]. The road concrete classes to be designed with this cement are: BcR3.5, BcR4, BcR4.5, and BcR5. The quantity of cement in the road concrete mix for class BcR4 is set by the normative [NE 014] to a quantity of 330 kg/m³. The concrete shrinkage is influenced by the mineralogical nature of Portland cement, specific surface area, and cement ratio.

2.1.3. WGP-Waste Glass Powder

Recycled glass waste in the form of powder [54] has been obtained through grinding in a ball mill and it is a pozzolanic material. In Romanian norms, they are referred to as "Addition type II." When incorporated into cement, mortar, or concrete compositions, they have major role in reducing the carbon dioxide (CO2) emissions and are referred to in the literature as "Supplementary Cementitious Materials (SCMs)" or "additional constituents with cementitious (hydration or pozzolanic) characteristics." Depending on their size, glass particles transition from being inert minerals to becoming reactive materials during cement hydration in the concrete mixture, especially when ground into a fine powder with reduced particle sizes [55,56,57].

For particle sizes smaller than 0.250 mm [54] alkali-silica reactions (ASR) are cancelled, [58,59] and due to the pozzolanic action of powdered glass in the basic cement-water mixture of concrete/mortar during the hydration of the cement, it supports the properties of the concrete (mechanical resistances and wear).

Puzzolanicity is the ability of a natural or artificial pozoolanic material (produced by industrial processes) to react with Ca (OH)₂ in the presence of water. Pozzolan reaction rate depends on the intrinsic characteristics of pozzolan, such as specific surface area, chemical composition and content of the active phase [60], According to ASTM C618 prescriptions [61], pozzolanele should contain SiO₂ + Al₂O₃ + Fe₂O₃ ≥ (50÷70) %.

In Figure 3 are shown the SEM (Scanning Electronic Microscopy) images on three mortar compositions under study (Corbu et al, 2015) [54] prior to the road concrete design are presented, to observe the efficiency of several types of powders in mixtures.

Scanning electronic microscopy has been performed using SEM Tescan VEGA II LSH to investigate the microstructure and the raw material. The test was carried out using secondary as well as backscattered electron detectors.

The mortar compositions tested are of components at the age of 28 days obtained after compression testing. The compression test results for the mixtures in the study (Corbu 2015) [54] are presented in Figure 4 (the first three positions are analyzed here). It can be observed that when substituting 10% of the cement content with glass waste in the form of powder (CEM - 10% WGP1 (St1 = WGP1)), the compressive strength is slightly higher at the age of 28 days compared to the conventional control mixture. This confirms the effective pozzolanic activity of the glass powder at the 10% substitution ratio.

The SEM images highlights again that the microstructure (Figure 3) shows a complete consumption of fine glass particles in the mixture with 10% WGP, compared to the one with 20% WGP, due to the pozzolanic reaction during cement hydration, [62] favoring the evolution of compressive strengths [63]. In both cases, the fracture surfaces of the mortar specimens indicated a compact microstructure [64].

In Table 11 is presented the chemical composition of the researched powders ((CEM I 42.5R) and of the glass powder (WGP), determined by X-ray fluorescence (XRF), using (XRF-Qualitax, Italy), in School of Materials Engineer-ing, University of Malaysia Perlis (UniMAP), Perlis, Malaysia [65].

In Table 12. The fineness of the glass powder is observed, which allows it to react very effectively within the concrete matrix during cement hydration reactions, similar to other Supplementary Cementitious Materials (SCMs) [66,67,68]. In Figure 5 the X-ray diffraction spectra of the glass powder (Figure 5a) and the cement CEM I 42.5 R (Figure 5b) used in this study are presented. The XRD pattern shows the amorphous feature of the glass waste and the presence of C2S, C3S, C3A, C4AF and gypsum as the main mineralogic phases in the used CEM I 42,5 R sample [69].

C₃S (Tricalcium Silicate) is the most important component, showing optimal characteristics for road cements from all perspectives, and it is recommended to be equal to or greater than 55% (Table 13) [70].

2.1.4. The water used is in accordance with SR EN 1008: 2003) [71]

The water-cement ratio (A/C) is imposed by the current norms [38,39] for the designed concrete class BcR4 as 0.45, for the content of aggregates with continuous gradation.

2.1.5. Additives used in the composition of the concrete mixtures, in accordance with SR EN 934-2+A1 [72]

Two types of additives are used in the composition of the road concrete mixtures. The first one is a superplasticizer for high-performance concrete (MasterGlenium 115 BASF), and the second one is an air-entraining admixture (MICROAir 107-2 BASF), which is imposed by the current standard [39] to provide the concrete with better freeze-thaw resistance. The additives are compatible with Lafarge CEM I 42.5R cement and meet the requirements of the standard [72]. The necessary amount of the additive is calculated as a percentage of the cement mass.

2.2. Methods for designing and determining the properties of mixtures/Mixes/Mixing procedure/Sampling and methodology/

2.2.1. Design and preparation of road concrete recipes for BcR4 class

Three road concrete recipes have been designed in Variant I:

Recipe 1 – the control recipe BcR-NA with natural aggregates (river aggregates, river crushed aggregates, and crusher aggregates/ chippings). The second mix design (BcR-RCA) differs from the control mix by replacing the river crushed aggregate with alternative aggregates obtained from recycled concrete waste (RCA) in a sorted form, in accordance with the normative for road concrete NE 014 [38], and the harmonized standard SR EN 12620+A1 [73], SR 667 [74]. The third recipe (BcR-RCA-WGP) includes the same types of aggregates as BcR-RA, but with the addition of substituting 10% of the cement with glass waste in the form of powder (WGP). This series of recipes is referred to as Variant I (Var. I).

The composition of the types and gradations of aggregates for the concrete mixtures for road pavements is chosen in accordance with NE 014 [38], as shown in Table 14. Thus, the chosen variant coincides with both methods of laying road concrete, either in a single layer or in two layers for the wearing layer.

The natural sand of 0/4 mm fraction has been retained in each mixture to support good compaction and workability of the concrete due to the rounded shape of the particles (all other aggregates in the concrete mix were processed through a crushing process). The proportions of the aggregates have been kept the same for all recipes in Variant I:

30% for 0/4 mm natural river sand (NRA)

16% for 4/8 mm crushed gravel (CRA)

24% for 8/16 mm crushed aggregate (CAC)

30% for 16/25 mm crushed aggregate (CAC).

These percentages have been calculated to ensure that the total gradation curve falls within the "Favorable Zone," as presented in Table 14.

In a similar way, the water/cement ratio of 0.45, in accordance with NE 014 [38] and SR EN 206 [39], has been maintained for all recipes to observe any changes in workability/consistency of the concrete based on the variations in the mixture.

The percentages of the aggregates have been calculated in such a way to ensure that the total gradation curve falls within the "Favorable Zone," which is delimited by the limits of granulometry of the total aggregate for road concretes made with continuous gradation aggregates of 0/25 mm. The representation of the total curve can be found in Figure 6.

In Table 15, the total gradation curves are presented for the control mixture and the other two mixes design, where the modification involves replacing the 4/8 mm crushed river aggregate (CRA) with recycled concrete aggregate (RCA). This replacement was carried out as a first phase of the study. The replacement is relevant because the two types of aggregates have very similar Los Angeles abrasion resistance values (31.0% and 30.9%, respectively) and have been obtained through crushing processes.

Design parameters according to standards and cement quantities (kg/m3) for preparing concretes are presented in Table 16.

In Table 17, the compositions of the designed/calculated and realized mixtures are presented, where it can be remarked that the difference in the cement amount occurs in the concrete made with glass waste (in the form of powder with particle size < 0.125 mm), where it substitutes 10% of the cement content compared to the control recipe.

Aiming use of as much recycled material in the asphalt concrete mix and since the total aggregate curve allows entry into the favorable zone, new percentages for aggregates have been adapted. Additionally, 20% of the cement quantity has been substituted with WGP in a second mix design variant (Var. II), presented in Table 18.

In Variant II, the first mixtures have been prepared using natural river aggregates (NRA) and crushed aggregates / chipping (CAC), along with recycled concrete aggregates (RCA) with a size of 4/8 mm. In the third mixture, 20% of the cement has been substituted with WGP to enhance wear resistance while maintaining the water-to-cement ratio (W/C) and admixture dosage. However, after preparing the mixtures, a significant reduction in workability has been observed, as expected, due to the 6% water absorption of RCA, which necessitated an increase of the superplasticizer admixture (Admixture 1) from 1.8% to 2.3% relative to the cement quantity, as well as maintaining the W/C ratio of 0.55. Consequently, a consistency class of S1 (10÷40 mm) was achieved in accordance with NE 014 [38].

Several studies have highlighted that crushed concrete aggregates in the size range of 4 to 8 mm exhibit the highest amount of adhered mortar, which implies that aggregate size has a significant effect on water absorption and concrete strength [75,76]. The determined water absorption values for RCA (sort 4/8 mm) are 6.0%, while for NRA they are 3%.

2.2.2. Determinations in the Fresh and Hardened State of BcR Concrete

2.2.2.1. Determinations in the Fresh State of BcR Concrete

In the study the following determinations have been conducted:

• Concrete temperature (°C), in accordance with SR EN 206:2014 [39]
• Consistency using the slump test (mm), in accordance with SR EN 12350-2:2009 [77]
• Mixture density (Kg/m3), in accordance with SR EN 12350-6:2009 [78]
• Air content (%), in accordance with SR EN 12350-7:2009 [79]

The temperature has been measured using a specialized thermometer for concrete determinations, at various points on the poured material.

Consistency, which indicates workability, has been determined using the slump cone method. Three determinations have been performed for each mixture.

The density of fresh concrete mixtures has been determined using a vessel of known volume, which has been weighed before and after filling. The difference in masses, reported to the volume, provided the density value.

The air content has been determined using equipment with a manometer. The vessel has been filled in three layers, and the material was vibrated until no more air bubbles escaped. The vessel has been then covered with a lid equipped with valves, an air release valve, and a manometer indicating the percentage of entrained air content.

2.2.2.3. Determinations of Mechanical Strength and Durability of BcR Concrete

The following determinations have been conducted for BcR concrete:

• Flexural strength (fct,fl) in accordance with SR EN 12390-5 [80]
• Compressive strength (fcm) in accordance with SR EN 12390-3 [81]
• Splitting tensile strength (fct,sp) in accordance with SR EN 12390-6 [82]
• Hardened concrete density (ρa) in accordance with SR EN 12390-7 [83]
• Loss of strength after 100 freeze-thaw cycles in accordance with SR 3518 [84]
• Abrasion resistance in accordance with SR EN 1338, SR EN 1339, SR EN 1340 [85,86,87]
• Carbonation depth determination according to SR CR 12793 [88]

2.2.2.3.1. Flexural strength (fct,fl)

For determining the flexural strength, a minimum of three prismatic specimens measuring 150x150x600 mm have been taken for each BcR concrete mixture. The results from this test are used as a reference for establishing the class of BcR concrete compared to conventional concretes, where the compressive strength on cylinders or cubes is relevant. The hardened specimens, immediately after demolding, have been kept in water at a controlled temperature of (20±2) °C until the reference age of 28 days, and then tested using a digital press. The loading device, as shown in Figure 6b, consists of two support rollers and two upper rollers supported by an articulated transverse arm, which evenly distributes the load applied by the press between the two rollers. The loading rate has been set at 0.04÷0.06 MPa/s, as per SR EN 12390-3.

The flexural strength is determined using the equation:

$$\mathrm{fct},\mathrm{fl}=\frac{\mathrm{F}\times \mathsf{{\rm I}}}{{\mathrm{d}}_1\times {\mathrm{d}}_2^2},$$

(8)

where

fct,fl is the tensile strength, in MPa/s (N/mm2∙s);

F is the maximum load, in N;

l the span between the supports, in mm;

d₁ and d₂ are the lateral dimensions of the specimen, in mm (as in Figure 6b).

Flexural strength is expressed rounded to the nearest 0.1 MPa (N/mm²).

2.2.2.3.2. Compressive strength (fcm)

For determining compressive strength (Figure 6a), in addition to the series of cubes taken with a side length of 150 mm, determinations also on the prism fragments have been conducted, using non-deformable metal plates for the testing surface. The principle of the compressive strength determination method involves applying a steadily increasing force to cubic specimens, or roughly on prism fragments resulting from flexural and cylindrical (core) testing. The specimen has been centered relative to the lower platen with an accuracy of 1% of the designated cube size or designated cylindrical specimen diameter.

The loading rate should remain constant within the range of (0.6 ± 0.2) MPa/s (N/mm².s). After applying the initial load, which should not exceed approximately 30% of the ultimate load, the load is applied without shock to the specimen, and it is continuously increased at the chosen constant rate ± 10%, until the specimen can no longer withstand a higher load.

Compressive strength is determined by the equation:

$$\mathrm{fc}=\frac{P}{Ac}$$

(9)

where:

f_c compressive strength, in MPa (N/mm²).

P maximum load at yield, in N.

Ac the cross-sectional area of the specimen on which the compressive force acts, calculated from the designated dimensions of the specimen in accordance with [SR EN 12390-1 [89] or from measurements of the specimen if tested according to Annex B, in mm².

The obtained result is rounded to 0, 1 N/mm2. The loading rate has been 0.5 MPa/s, according to SR EN 12390-3 [81].

2.2.2.3.3. Splitting tensile strength (fct,sp)

The determination of tensile splitting strength has been carried out on cubes with length of edges of 150 mm and prism fragments. The specimen is centrally positioned, and the direction of force application must be perpendicular to the direction of concrete casting. The prismatic specimens are subjected to a compressive force applied over a narrow region along their length. The resulting orthogonal tensile stress causes the failure of the tensile-stressed specimen.

Benzi de incarcare: confectionate din placi dure, cu densitatea > 900 kg/m³, cu dimensiunile urmatoare: latime: (10±1) mm, grosime: (4±1) mm, iar lungimea trebuie sa fie mai mare decât lungimea liniei de contact a epruvetei supuse incercarii. Acestea trebuie sa fie utilizate doar odata. Se pozitioneaza benzile de incarcare (fâsii de material din placa dura) si piesele de incarcare, de-a lungul partii superioare si inferioare a planului de incarcare a epruvetei. Viteza de încărcare este de 0.04 MPa/s according to SR EN 12390-3 [81].

The loading strips have been made of hard plates with density > 900 kg/m³, with the following dimensions: width: (10±1) mm, thickness: (4±1) mm, with the length greater than the length of the contact line of the tested specimen. These strips are used only once. The loading strips (strips of material from the hard plate) and loading pieces are positioned along the upper and lower parts of the specimen's loading plane. The loading rate is 0.04 MPa/s according to SR EN 12390-3 [81].

The tensile splitting strength is determined by the formula:

$$\mathrm{fct},\mathrm{sp}=\frac{\mathrm{F}\times \mathsf{{\rm I}}}{{\mathrm{d}}_1\times {\mathrm{d}}_2^2}$$

(10)

where:

fct,sp – tensile splitting strength, in MPa

F – maximum load, in N

L – length of the contact line of the specimen, in mm

d – size of the transversal cross-section.

The obtained value is rounded to the nearest 0,05 MPa.

The determinations are presented schematically and with images during laboratory tests in Figure 7. All mechanical property tests have been performed using the Advantest 9 digital press of 2000 kN capacity, provided by CONTROLS company.

2.2.2.3.4. Hardened concrete density (ρa)

The hardened concrete density has been determined by weighing, calculating the mass of each sample in relation to the volume of the cube with a side length of 150 mm.

2.2.2.3.5. Loss of strength due to 100 freeze-thaw cycles

Concrete specimens are kept for 7 days in water at temperature T_water = (20+2) °C, and for 21 days in air at T_air = (20+2) °C and relative humidity URA = (65+5) %.

Specimens aged at a minimum of 28 days are placed in a water bath at a temperature of (20+5) °C for saturation, 4 days before the start of the test. Water is poured into the bath up to 1/4 of the height of the specimens; after 24 hours, it is added up to 1/2 of the height, and after another 24 hours, up to 3/4 of the height. After 3 days from introducing them into the bath, the water level should be at least 20 mm above the height of the specimens, maintaining this level for 24 hours. Afterward, the specimens are considered saturated.

Specimens intended for freeze-thaw cycles were placed in the thermostat cabinet of CONTROLS. Control specimens are continuously kept underwater.

Saturated specimens introduced into the refrigeration chamber at (-17+2) °C are kept for 4 hours for the freezing cycle. Under conditions of a temperature of (20+5) °C and humidity of 95%, the thawing cycle is carried out for 4 hours. The specimens must be arranged so that they are completely surrounded by air. The distance between specimens and between specimens and the walls of the installations must be at least 20 mm. The support on which the specimens are placed must be constructed in such a way that the contact surface with the base of the specimens is minimal.

After subjecting the specimens to 100 freeze-thaw cycles, the loss of compressive strength is determined by subjecting them to a compressive test. The number of specimens tested is the same as the number of control specimens. The test is stopped after reaching the number of 100 cycles or if the loss of compressive strength exceeds 25% compared to the control specimens of the same age.

The loss of compressive strength (ŋ) is determined by the relationship:

$$ŋ=\frac{\mathrm{Rm}-\mathrm{Ri}}{\mathrm{Rm}} 100$$

(11)

where:

Rm - Arithmetic mean value of the compressive strengths of the control specimens, in N/mm².

Ri - Arithmetic mean of the compressive strengths of the freeze-thaw specimens, in N/mm² or MPa.

2.2.2.6. Abrasion Resistance–Volume Loss

The purpose of the test is to determine the Böhme abrasion resistance expressed as volume loss relative to 5000 mm². For the determination, cubes with a side length of 71.0 ± 1.5 mm have been placed on the abrasive disk of the Böhme apparatus (Figure 8), on the testing track where a standard abrasive has been spread. The disk is rotated, and the specimens are subjected to an abrasive load of (29 ± 3) N for a specified number of cycles. The abrasive wear on the specimen leads to volume loss. The contact face and the opposite face of the specimen must be parallel and flat. Before the test, the density of the specimen, ρR, has been determined by measuring to the nearest millimeter and by weighing to the nearest 0.1g.

The standard abrasive used should be fused alumina (artificial corundum) designed to produce an abrasion of 1.10 mm to 1.3 mm when specimens are tested.

Before the abrasion test and after every four cycles, the specimen is weighed with an accuracy of 0.1 g. 20 g of standard abrasive is placed on the testing track. The specimen is fixed in the specimen holder, with the test face placed on the track, and a central load of (294 ± 3) N is applied.

The disk is started, ensuring that the abrasive on the track remains evenly distributed over the surface defined by the width of the specimen. The specimen is tested for 16 cycles, each consisting of 22 rotations. After each cycle, the disk and the contact face are cleaned, the specimen is progressively rotated by 90°, and a new abrasive is placed on the testing track.

The abrasion is calculated after 16 cycles as the average of the lost volume ΔV, using the equation:

$$\mathsf{\Delta }\mathrm{V}=\frac{\Delta m}{{\rho }_R},\left[{\mathrm{mm}}^3\right]$$

(12)

where:

$\mathsf{\Delta }\mathrm{V}$ is the volume loss after 16 cycles, in mm³.

$\mathsf{\Delta }\mathrm{m}$ is the loss of mass after 16 cycles, in g;

ρR is the density of the specimen, in g/mm³.

Abrasion is expressed by the volume loss of the specimen after it has been subjected to wear.

2.2.2.3.6. Carbonation–Depth of Carbonation Layer

The depth of the carbonation layer in hardened concrete is determined using the phenolphthalein method in accordance with SR CR 12793: 2002 [88].

The carbonation of the concrete specimens has been assessed in freshly exposed sections through the reaction with pH indicator substances, such as phenolphthalein, which turns the concrete red purple at a pH value of approximately 9. This measurement can be carried out at various ages (days).

Carbonation has been determined at an age of 8 years (2920 days). The specimens have been kept in a laboratory room at a temperature of 20+3°C throughout this period. Before the test, they have been stored in water for 28 days, then taken out, excess water has been removed, and split open. A 1% solution of phenolphthalein in 70% ethanol has been sprayed onto the fresh concrete section. The depth of carbonation is represented by the distance dk (measured in mm) from the outer surface of the concrete to the edge of the red-purple colored region. Both the average depth, dk average, and the maximum depth, dk max, are measured.

2.2.3. Microstructural determinations

2.2.3.1. Optical microscopy and X-Ray Powder Diffraction method (PXRD) for the qualitative analysis of crystalline constitutive materials

Polarized light optical microscopy have been used in order to investigate the concrete/mortars samples. Thin section has been prepared from all samples of investigated concrete and mortars and a Nikon Optiphot T2 – Pol have been used for optical studies (textural and compositional) at crossed and parallel pollars respectively as well as for taking photos.

X-ray diffraction (XRD) has been performed on the concrete/mortars using a Bruker D8 Advance diffractometer with Cu Kα radiation (λ = 1.541874 Å), a 0.01-mm Fe filter, and a LynxEye one-dimensional detector at the Department of Geology, Babeș-Bolyai University (Cluj-Napoca, Romania). The determinations have been performed on samples aged 2920 days, as in the case of carbonation determination.

3. Results

3.1. Characteristics of Fresh State Concrete for Road Pavement

It has to be noted that the designed mixes in Variant II required an increase in the amount of admixture and the water-to-cementitious materials ratio (W/C or W/L) due to the increased proportions of natural river aggregates (NRA) of 0/4 mm by 2%, and recycled concrete aggregates (RCA) of 4/8 mm by 4% compared to the mixes in Variant I. The increase in water content leads to a reduction in mechanical characteristics.

The results obtained from the determinations on fresh concrete are presented in Table 19.

3.2. Hardened BcR composite properties

The results obtained from mechanical tests on cubic and prismatic concrete specimens for the two mix variants, namely, for the compositions BcR-NA/NA; BcR-RCA; BcR-RCA-WGP, are presented in Table 20.

In Figure 9, it can be observed that in all specimens aged for 2920 days, a slight and non-uniform carbonation outline is present, reaching a maximum depth of 0.5 mm; however, color intensity becomes more pronounced after 1 day from spraying. This phenomenon, occurring at a testing age of 28 days under testing/holding conditions according to the standard, would not have existed. We suggest that the diffusion of carbon dioxide did not take place within the cement matrix, a phenomenon hindered by the compactness of the cementitious stone in the concrete [90,91].

3.3. Microstructural determinations

3.3.1. Optical microscopy using polarized light

Thin section has been repared from to type of concrete: type 1 BcR-NA (sample 1) and type 2 BcR-RCA-10%WGP (sample 16) respectively. Both type of samples has porphyroclastic texture (Figure 10 and Figure 11) defined by the presence of large fragments of aggregates embedded into the microcrystalline groundmass (matrix of the concrete). In the matrix there are pores spherical in shape, having diameter up to 0.2 mm (Figure 10 and Figure 11). The aggregates consist of fragments (clasts) of minerals (crystalloclasts), rocks (lithoclasts) and concrete (concreteclasts) respectively. The crystalloclasts are originated in the river sand or are resulted from the mechanical crushing of the rock (aggregates) extracted from the quarry.

Compositional features of sample BcR-NA.

The aggregates consist of fragments of minerals and rocks (Figure 12 and Figure 13). The minerals identified into the sample BcR-NA are represented by quartz, muscovite, biotite (sometime chloritized), pyroxene, plagioclase feldspars etc. The fragments of rocks are represented mainly by dacite and subordinated by quartzite and crystalline schists. The matrix is very fine crystallized (Figure 14) and consist of hydrated calcium and aluminium silicates, calcite and portlandite. The local brawn color of the matrix indicates the presence of iron hydroxides formed on the brownmillerite from the cement. Frequently the newly formed minerals resulted from hydration processes are developed as a rim surrounding the aggregate fragments (Figure 15).

Compositional features of sample BcR-RCA-10%WGP.

The aggregates of the sample BcR-RCA-10%WGP consist of fragments of minerals, rocks (Figure 16) and recycled concrete (Figure 17). The fragments of minerals consist of quartz, muscovite (Figure 18 and Figure 19), pyroxene, and feldspars and are originated in the river sand or are resulted from the mechanical crushing of the rock (aggregates) extracted from the quarry. The lithoclasts are consisting of dacite (quarry crusehed aggregates; (Figure 18 and Figure 19), quartzite and crystaline schists. Recycled concrete aggregates (RCA) are also present in the sample BcR-RCA-10%WGP. Under the microscope is well visible that the matrix of RCA is well crystalized as compared with the matrix of BcR-RCA-10%WGP sample (Figure 16). BcR-RA-10%WGP matrix is predominantly isotropic (black in color at crossed pollars) indicating the presence of glass powder. Small crystals of portlandite are also visible into the matrix.

2.3.2. X-ray diffraction by the Powder method (PXRD) for the calitative analysis

Both type of samples (BcR-NA and BcR-RCA-10%WGP) were investigated using x-Ray diffraction. The x-Ray spectra obtained on the whole sample powder are dominated by the presence of the minerals form the aggregates, especially by quartz. In order to in-vestigate the newly formed mineral phases of the matrix the elimination of the aggregates is crucial. Such a separation of the matrix and aggregates is almost impossible as long as some fragments of minerals are microscopic in size. The X ray investigation performed on the sample BcR-NA indicate the presence of mineral phases originated from the aggregates (quartz, muscovite, albite, clinochlore and orthoclase) as well as newly formed minerals as portlandite (Ca (OH)₂) and gypsum (CaSO₄·2H₂O). The calcite (CaCO3) is also present as the result of carbonation of concrete (Figure 20).

For a better highlighting of portlandite as well as for eliminate the strong signal of quartz, a limited X ray spectrum betweem 3.8÷20-degree 2 theta was collected (Figure 21). Beside portlandite, muscovite, clinochlore and tourmaline (var. Schol) some typical line for calcim silicate hydrate (CSH) and aluminium silicate hydrate (ASH) are well visible.

The X ray investigation performed on the sample BcR-RCA-10%WPG indicate the presence of mineral phases originated from the aggregates (quartz, muscovite, plagioclase feldspars, clinochlore and orthoclase) as well as newly formed minerals as portlandite and gypsum (Figure 22). The calcite is also present as the result of carbonation of concrete. The shape pf the spectrum indicates a high degree of matrix crystallization suggesting the puzzolanic reaction of the glass powder (WGP).

The X ray spectrum collected between 3.8÷20-degree 2 theta for the sample BcR-RCA-WPG show up the typical line for muscovite, clinochlore, gypsum, schorl and portlandite as well as for calcim silicate hydrate (CSH) and aluminium silicate hydrate (ASH) (Figure 23).

4. Discussion

4.1. Performance of the BcR composites fresh properties

Figure 24 shows the fresh properties of the investigated mixtures. As already known in the specialized literature, both WG particles and quarry aggregates have a detrimental effect on the workability of the material when both natural aggregates and high water-absorption recycled aggregates (RCA) are used [7,58,92,93].

The consistency is higher for the Var. II mixtures, where the W/C ratio increased from 0.45 to 0.55 and there has been an additional superplasticizer input from 1.8% to 2.3%, as well as the inclusion of 2% ARN 0/4 mm to support workability and 4% RCA. From Figure 9, it can be observed that the densities of Var. I mixtures are higher than those of Var. II, which is natural due to the percentage composition of the coarse quarry aggregate (8/16 mm) being 6% higher in Var. I than in Var. II.

The entrained air content follows the same trend as the consistency of the concrete. It leads to a decrease in mechanical strength but may favor the reduction in loss of strength during repeated freeze-thaw cycles (Table 19 and Table 20).

4.2. Performance of the BcR composites hard properties

In Figure 25, the graphical representations of the values of road composite properties, the most relevant ones (fc,fl, fc, η, and ΔV), are shown. Also, the increasing or decreasing trends of these properties are illustrated with their corresponding equations, along with the limit value imposed by the NE 014 standard [38], highlighted by the orange line.

For road concrete, the flexural strength (fct,fl) classifies the concrete into BcR strength classes, which are presented in Table 21 for the composites created in this study.

The design of road concrete mixtures meets the requirements of national [NE 012-1:2022] [94] and European [fib Bulletin 42] [95] standards (Table 22), where the acceptable value of the mean compressive strength (f_cm) is achieved by adding a value Δf ranging from 6 to 12 units (MPa) to the characteristic strength f_ck. Additionally, it is known that the flexural tensile strength (fct,fl) has values in the range of (1/10÷1/20) of f_c, and the values from this study also meet this criterion.

The reported values of the properties of the control composite for each of the variants (Var. I and II), the alternatives with RCA, and the ones with both RCA and WGP, as well as the ratio of properties between the control composites, those with RCA, and those with WGP from the two variants, are expressed by the coefficient of variation (Cv1). In terms of the classification criteria (fct,fl > 5.0 (4.0) MPa; fc > 45 (35) MPa, loss of strength (η) after 100 freeze-thaw cycles < 25%, and the value of volume loss (ΔV) < 18000 mm³/5000 mm² for classification in the best wear resistance class), they are expressed by the coefficient of variation (Cv2) and presented in Table 23.

The analysis of the percentages of the evolution of the results regarding the obtained properties for each variant and the comparison between them is presented in the followings.

The value of fct,fl strength for Var. I obtained for BcR-NA is higher than that of BcR-RCA by 16.4% and compared to that of BcR-RCA-10%WGP by 19.4%. Considering the minimum required value of 5 MPa for classification in BcR5 Class, the value of BcR-NA exceeds the limit by 34%, BcR-RCA by 12%, and BcR-RCA-10%WGP by 8%.

The value of fct,fl strength for Var. II obtained for BcR-NA is lower than that of BcR-RCA by 1.9%, and compared to that of BcR-RCA-10%WGP, it is higher by 20.4%. Considering the minimum required value of 5 MPa for classification in BcR5 Class, the value of BcR-NA exceeds the limit by 8%, BcR-RCA by 10%, and BcR-RCA-10%WGP is reduced by 14%.

The comparative value of fct,fl strengths between Var. I and Var. II, obtained for BcR-NA Var. I compared to Var. II is higher by 19.4%, that of BcR-RCA by 1.79%, and for BcR-RCA-10%WGP compared to BcR-RCA-20%WGP is higher by 20.37%.

The tensile bending strengths at the reference age of 28 days of the concrete mixtures, except BcR-RCA-20%WGP, recorded values greater than >5.0 MPa, corresponding to the requirements for the very heavy traffic class BcR 5.0 [38], the same traffic class as the reference concrete. The increase in the ratio of 20% WGP led to a decrease in the tensile bending strength [97], which can be attributed to the higher absorption and porosity compared to natural sand, and consequently an increased water demand to maintain the desired workability [98,99].

With the exception of BcR-RCA-20%WGP (BcR4), all composites fit into the BcR5 class. The value of fc strengths for Var. I obtained for BcR-NA is higher than that one obtained for the BcR-RCA by 1.3%, and compared to that of BcR-RCA-10%WGP by 5.0%. Considering the minimum required value of 45 MPa for classification in BcR5 class, the value of BcR-NA exceeds the limit by 87.11%, BcR-RCA by 84.67%, and BcR-RCA-10%WGP by 77.78%.

The value of fc strengths for Var. II obtained for BcR-NA is lower than that of BcR-RCA by 0.3% and compared to that of BcR-RCA-20%WGP, it is higher by 10.4%. Considering the minimum required value of 45 MPa for classification in BcR5 class, the value of BcR-NA exceeds the limit by 53.78%, BcR-RCA by 54.22%, and BcR-RCA-20%WGP by 37.78%.

The comparative value of fc strengths between Var. I and Var. II, obtained for BcR-NA Var. I compared to Var. II is higher by 17.8%, that of BcR-RCA by 16.5%, and for BcR-RCA-10%WGP compared to BcR-RCA-20%WGP is higher by 22.5%.

The values of fc,sp strengths associated with Var. I compared to all the fc,sp values associated with composites in Var. II are 17.77% higher for BcR-NA, 15.90% for BcR-RCA, and 22.22% for those containing WGP.

The loss of strength (η) due to 100 repeated Freeze-Thaw cycles of the composites in Variant I is lower than that of those in Var. II, due to the presence of entrained air and the increased W/C ratio. The lower η is, the higher the resistance of the composites to freeze-thaw cycles.

The value of η for Var. I obtained for BcR-NA is lower than that of BcR-RCA by 3.47 % and compared to that of BcR-RCA-10%WGP by 13.39%. Considering the minimum required value of 25% for classification in BcR5 class, the value of BcR-NA is lower than the limit by 43.56%, BcR-RCA by 41.60%, and BcR-RCA-10%WGP by 36.00%.

The value of η for Var. II obtained for BcR-NA is lower than that of BcR-RCA by 4.76% and compared to that of BcR-RCA-20%WGP, it is lower by 20.24%. Considering the minimum required value of 25% for classification in BcR5 class, the value of BcR-NA is lower than the limit by 32.80%, BcR-RCA by 29.60%, and BcR-RCA-20%WGP by 19.20%.

The comparative value of η between Var. I and Var. II, obtained for BcR-NA Var. I compared to Var. II is lower by 19.06%, that of BcR-RCA by 20.55%, and for BcR-RCA-10%WGP compared to BcR-RCA-20%WGP is lower by 26.25%.

The results for the mechanical strengths indicate that, in general, they decrease as natural aggregate is replaced, cement is substituted with WGP, and the W/C ratio increases. However, all of them highlight better behavior than the limits imposed for classification into road concrete classes.

The volume loss (ΔV) of the composites in Var. I is greater than that of Var. II, due to the increased water content in the designed mixtures, but it is also influenced by the strength of the aggregate in the cement matrix and the content of WGP. Composites containing glass content performs the best in terms of wear, especially the BcR-RCA-20%WGP composite, confirming the effective influence of WGP in the composite and fulfilling the research purpose. Abbrasion behavior is also attributed to the characteristics of the constituent aggregates, which form the mineral skeleton incorporated by the cement matrix.

The lower the volume loss, the more resistant the sample is to wear. The greater the amount of FGS (Fine Glass Powder) in the concrete composition, the more resistant the sample subjected to Böhme wear, which means that it has the lowest volume loss due to the dense composition and the hardness of WGP. All obtained values classify the composites in the best performance class according to the criteria in SR EN 1338, 1339, 1340 [85,86,87], specifically in Class 4 - Mark I, which requires a volume loss < 18000 mm³/5000mm². Regarding the cement replacement variants with 10% and 20% WGP, all mechanical characteristics are higher in the 10% variant, except for the volume loss in the wear test (Table 20).

The value of ΔV for Var. I obtained for BcR-NA is lower than that of BcR-RCA by -1.76%, and compared to that of BcR-RCA-10%WGP, it is higher by 2.43%. Considering the minimum required value of 18000 mm³ for classification in Class 4 - Mark I, the value of BcR-NA is lower than the limit by 37.22%, BcR-RCA by 36.11%, and BcR-RCA-10%WGP by 37.67%.

The value of ΔV for Var. II obtained for BcR-NA is lower than that of BcR-RCA by 1.31%, and compared to that of BcR-RCA-20%WGP, it is higher by 0.69%. Considering the minimum required value of 18000 mm³ for classification in Class 4 - Mark I, the value of BcR-NA is lower than the limit by 47.94%, BcR-RCA by 47.26%, and BcR-RCA-20%WGP by 47.58%.

The comparative value of ΔV between Var. I and Var. II, obtained for BcR-NA Var. I compared to Var. II is higher by 17.08%, that of BcR-RCA by 17.44%, and for BcR-RCA-10%WGP compared to BcR-RCA-20%WGP is higher by 15.90%. The mixtures in Var. II are more resistant to wear. The best wear behavior among all composites is that of BcR-RCA-20%WGP.

4.2. Performance of the BcR by PXRD test

Microscopic studies have highlighted the fact that, from a matrix structure perspective, it is finely crystallized, supporting a compact composite with high mechanical strengths, both in the control mixture and especially in the one with 10% WGP. Microcrystalline mineral phases are visible, represented by Portlandite, calcite, hydrated calcium silicates, and hydrated calcium aluminates. X-ray diffraction indicates a high degree of crystallization in the concrete matrix containing 10% WGP, suggesting a pozzolanic reaction of WGP. Additionally, X-ray diffraction has revealed the presence of calcite, Portlandite, and gypsum, as well as the presence of calcium silicate hydrate and aluminum silicate hydrate. Thus, the effectiveness of WGP content in BcR composites is confirmed due to its efficient pozzolanic activity and hardness, contributing to durability characteristics [100,101].

A continuation of this study is planned, involving the assessment of long-term characteristics of the new road concrete with RCA and WGP.

5. Conclusions

This paper focuses on the development of road concrete that aims to use recycled materials from concrete and glass (WC and WG) at the end of their life cycle. These materials are incorporated into the cement matrix alongside natural aggregates, and there's a partial substitution of cement with WGP, intending to create a new, sustainable composite that has not been achieved until this moment. Microscopic determinations confirm the pozzolanic efficiency of WGP in concrete through its complete consumption. Additionally, the presence of CSH contributes to the enhancement of mechanical characteristics.

This new composite offers several advantages in terms of reducing existing and potential volumes of mineral waste, both economically and visually, reducing pollution, minimizing the consumption of natural resources, and energy (the production of RCA consumes less electrical energy than crushing natural aggregates, which are rapidly depleted in urban areas undergoing rapid development). Moreover, the potential for practical application is ensured due to meeting durability requirements. Typically, companies incur high fees for the removal, transportation, and disposal of this type of waste at landfills as inert solid waste, reasonable reuse of these waste being of high interest.

This study confirms the appropriate use of RCA and its integration into road concrete. Obviously, the characteristics of this type of aggregate need more frequent testing compared to natural crushed river aggregate, and they must have values close to those they replace. The fact that RCA contains a quantity of mortar signals the need for water in the mix (effective water) to ensure it's sufficient for a prescribed consistency, considering the increased absorption of RCA. The high absorption of RCA is not detrimental because it can promote the hydration of cement particles that remain un-hydrated for a longer period, contributing to increased mechanical strengths even at more advanced ages. This justifies the high characteristic values for composites with RCA content. Another confirmation of the study is the role of WGP in the composites. WGP significantly contributes to the favorable behavior of composites, particularly in terms of wear resistance, which is a key objective of this study. Consequently, these compositions can be used for roads with heavy traffic.

Even though the mechanical characteristic values experienced slight decreases for composites with alternative mixtures, all of them fall within the BcR 4 and mostly BcR 5 classes of road concrete (the highest class existimg in the Romanian standard).

6. Patents

Eco-innovative road concrete based on cement, glass powder and aggregates from recycled concrete waste for applications in the field of constructions “BcR-G”;

RO137345A0 • 2023-03-30 • UNIV TEHNICA DIN CLUJ NAPOCA [RO], Earliest priority: 2022-09-29 • Earliest publication: 2023-03-30. Inventors: CORBU OFELIA CORNELIA [RO]; PUSKAS ATTILA [RO]