The Design and Development of Recycled Concretes in a Circular Economy Using Mixed Construction and Demolition Waste
Abstract
:1. Introduction
2. Materials and Methods
2.1. Materials
2.2. Concrete Properties Studied
2.3. Mix Design
3. Results and Discussion
3.1. Properties in a Fresh State
3.1.1. Consistency
3.1.2. Entrained Air
3.1.3. Density
3.2. Properties in a Hardened State
3.2.1. Density
3.2.2. Compressive Strength
3.2.3. Splitting Tensile Strength
3.2.4. Flexural Resistance
3.2.5. Water Penetration Depth under Pressure
3.2.6. Analysing the Concrete Manufacturing Costs
4. Conclusions
- -
- Coarse (cMRA) and fine (fMRA) mixed recycled aggregate meet the physical and mechanical requirements included in the relevant regulation on aggregates for manufacturing concretes.
- -
- The workability of recycled concretes (M2–M9) is not impacted by the addition of mixed recycled aggregate, regardless of its replacement percentage, with all mixes showing an S2 consistency (50–90 mm).
- -
- The addition of mixed recycled aggregate (cMRA and/or fMRA) causes a linear increase in the entrained air content in a fresh state of 1.9, 2.8 and 2.8 times the M1 mix in mixes M3 (50% fMRA), M6 (25% cMRA + 50% fMRA) and M9 (50% cMRA + 50% fMRA), respectively.
- -
- The density of recycled concretes is lower than that of conventional concrete, with the loss of density increasing as the recycled aggregate replacement percentage rises and with greater intensity when using mixed aggregate. This behaviour is similar both in a fresh and hardened state.
- -
- The compressive strength of recycled concretes is lower than that of conventional concrete, with M9 (50% cMRA + 50% fMRA) having the greatest drop (~11%) compared with M1 after 28 days of curing. After 90 days, recycled concretes have a better behaviour than conventional concretes. The addition of fMRA has a positive effect, establishing that the optimal replacement percentage is 25% in weight, regardless of the percentage of cMRA.
- -
- The compressive strength of all concretes is higher than the design strength (fck = 25 MPa).
- -
- The indirect tensile strength experiences a slight increase with the addition of fMRA, with the maximum increase (~9%) compared with M1 corresponding to the concrete that incorporates 25% of fMRA (M2). The addition of cMRA causes a slight loss (~7%) compared with conventional concrete (M1). This loss is softened with the simultaneous addition of fMRA, obtaining a −0.3% decrease compared with M1 for mix M9 (50% cMRA + 50% fMRA).
- -
- The flexural strength of the new concretes is greater than conventional concrete, with the highest increases (6.3–12.0% compared with M1) belonging to mixes M2, M5 and M9. The addition of 50% of cMRA (M7) causes a −3.4% decrease compared with M1.
- -
- All the concretes designed have a watertight structure under pressure, meeting the maximum and mean depth requirements of the relevant regulation.
- -
- The (maximum and mean) water penetration under pressure decreases slightly for mixes M2, M3, M4 and M5, whereas an increase was registered in one (M6, M7 and M8) or both depths (M9) for all remaining concretes.
- -
- The optimal individual or simultaneous replacement percentage of fMRA and cMRA is 25% in weight, in light of the results obtained in this research study.
- -
- These results reveal the need for future research that addresses the behaviour of these concretes from the viewpoint of their durability properties, as well as investigating different types of mixed recycled aggregates with which to manufacture concretes.
- -
- Lastly, this research will positively contribute to the addition of these mixed recycled aggregates to the concrete-related stipulations of structural codes.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Continent | Material | Fraction | % Allowed | Type of Concrete | |
---|---|---|---|---|---|
Minimum Value | Maximum Value | ||||
Asia (China, Korea and Japan) | RCA | Coarse | 20 | 100 | Structural |
Fine | 30 | 100 | Structural | ||
Coarse Fine | 0 0 | 100 30 | Non-structura Non-structural | ||
Australia | RCA | Coarse | - | 30 | Structural |
MRA | Coarse | - | 100 | Structural | |
Europe (Belgium, Germany, Italy, Denmark, Holland, Portugal, Switzerland, United Kingdom, France, Spain) | RCA | Coarse | 15 | 100 | Structural |
Coarse/Fine | - | 100 | Structural | ||
MRA | Coarse | 25 | 100 | Structural | |
Fine | - | 20 | Non-structural | ||
America (Brazil) | RCA | Coarse/Fine | - | 100 | Non-structural |
MRA | Coarse/Fine | - | 100 | Non-structural |
Property | Aggregates | EN-12620/ EHE08 | |||
---|---|---|---|---|---|
fNA | cNA | fMRA | cMRA | ||
Dssd (kg/m3) [34] | 2.76 | 2.74 | 2.70 | 2.42 | - |
WA24 (wt %) [34] | 1.18 | 0.88 | 5.39 | 6.28 | <5 |
LC (wt %) [35] | - | 16 | - | 32 | <40 |
FI (wt %) [36] | - | 21 | 10 | <35 |
Class | Type | Content (% Weight) |
---|---|---|
Rc | Concrete and mortar | 43.98 |
Ru | Natural stone | 43.94 |
Rc + Ru | 87.82 | |
Rb | Baked clay material | 10.93 |
Ra | Asphalt | 0.87 |
FL | Floating particles | 0.02 |
G | Gypsum | 0.34 |
X + Rg | Others and glass | 0.02 |
Properties | Trial | Standard | Sample Size (mm) | Trial Duration (days) |
---|---|---|---|---|
Physical | Density | EN 12350-6 [39] | Cubic 150 × 150 × 150 | Beginning |
Entrained air | EN 12350-7 [40] | - | Beginning | |
Consistency | EN 12350-2 [41] | - | Beginning | |
Mechanical | Compression | EN 12390-7 [42] | Cubic 150 × 150 × 150 | 7, 28 and 90 |
Traction | EN 12390-6 [43] | Cylindrical 100 ϕ × 200 | 28 | |
Bending | EN 12390-5 [44] | Prismatic 100 × 100 × 400 | 28 | |
Durable | Penetration under pressure | EN 12390-8 [45] | Cylindrical 150 ϕ × 300 | 28 |
Materials (kg/m3) | Mix | ||||||||
---|---|---|---|---|---|---|---|---|---|
M1 | M2 | M3 | M4 | M5 | M6 | M7 | M8 | M9 | |
fNA | 916.8 | 684.0 | 446.4 | 902.4 | 666.0 | 434.4 | 888.0 | 648.0 | 429.6 |
fMRA | 0.0 | 228.0 | 446.4 | 0.0 | 222.0 | 434.4 | 0.0 | 216.0 | 429.6 |
cNA | 993.2 | 988.0 | 967.2 | 733.2 | 721.50 | 705.90 | 481.0 | 468.0 | 465.4 |
cMRA | 0.0 | 0.0 | 0.0 | 244.4 | 240.5 | 235.3 | 481.0 | 468.0 | 465.4 |
Cement | 380.0 | 380.0 | 380.0 | 380.0 | 380.0 | 380.0 | 380.0 | 380.0 | 380.0 |
Water | 224.4 | 228.9 | 231.1 | 232.8 | 237.4 | 241.5 | 243.9 | 247.5 | 252.3 |
Additive | 5.9 | 5.9 | 5.9 | 5.9 | 5.9 | 5.9 | 5.9 | 5.9 | 5.9 |
Mix | Consistency (cm) | Entrained Air (vol %) | Density (kg/m3) |
---|---|---|---|
M1 | 6.00 | 1.97 | 2416.37 |
M2 | 6.00 | 3.00 | 2380.97 |
M3 | 5.17 | 3.90 | 2354.57 |
M4 | 5.50 | 2.20 | 2372.79 |
M5 | 5.50 | 3.60 | 2322.27 |
M6 | 6.50 | 5.50 | 2275.41 |
M7 | 6.50 | 2.77 | 2331.01 |
M8 | 5.67 | 4.20 | 2286.24 |
M9 | 5.17 | 5.57 | 2288.47 |
Mix | D28d (kg/m3) | acs7d | σ | acs28d | σ | acs90d | σ |
---|---|---|---|---|---|---|---|
M1 | 2412.15 | 33.45 | 0.26 | 40.02 | 0.22 | 46.67 | 0.67 |
M2 | 2377.78 | 31.72 | 0.38 | 41.54 | 1.10 | 55.58 | 0.75 |
M3 | 2330.17 | 33.14 | 0.61 | 40.00 | 0.46 | 50.43 | 0.72 |
M4 | 2368.30 | 30.92 | 0.69 | 38.48 | 0.33 | 48.31 | 0.31 |
M5 | 2321.38 | 31.38 | 1.04 | 37.84 | 0.34 | 47.85 | 0.23 |
M6 | 2274.07 | 31.04 | 0.28 | 38.02 | 0.41 | 47.16 | 0.94 |
M7 | 2319.11 | 30.85 | 0.80 | 37.77 | 0.49 | 50.60 | 0.87 |
M8 | 2283.52 | 30.62 | 0.90 | 36.82 | 0.91 | 52.12 | 0.72 |
M9 | 2278.12 | 29.87 | 0.53 | 39.46 | 0.79 | 52.44 | 0.83 |
Mix | fcmt (MPa) | Δfcmt (%) ♣ | Δfcmt (%) | fcmf (MPa) | Δfcmf (%) ♣ | Δfcmf (%) |
---|---|---|---|---|---|---|
M1 | 3.45 ± 0.09 | - | - | 3.82 ± 0.12 | - | - |
M2 | 3.75 ± 0.07 | +8.70 | - | 4.16 ± 0.11 | +8.90 | - |
M3 | 3.54 ± 0.13 | +5.51 | - | 4.15 ± 0.23 | +8.64 | - |
M4 | 3.21 ± 0.05 | −6.96 | - | 4.10 ± 0.02 | +7.33 | - |
M5 | 3.41 ± 0.06 | −1.16 | +6.23 ♠ | 4.28 ± 0.09 | +12.04 | +4.39 ♠ |
M6 | 3.31 ± 0.07 | −4.06 | +3.12 ♠ | 4.21 ± 0.06 | +10.21 | +2.68 ♠ |
M7 | 3.29 ± 0.06 | −4.64 | - | 3.69 ± 0.27 | −3.40 | - |
M8 | 3.40 ± 0.05 | −1.45 | +3.34 * | 3.83 ± 0.21 | +0.26 | +3.79 * |
M9 | 3.44 ± 0.06 | −0.29 | +4.56 * | 4.06 ± 0.20 | +6.28 | +10.03 * |
Component | Unit Price (EUR/t) | Concrete Mix | ||||||||
---|---|---|---|---|---|---|---|---|---|---|
M1 | M2 | M3 | M4 | M5 | M6 | M7 | M8 | M9 | ||
fNA | 6.79 | 6.23 | 4.64 | 3.03 | 6.13 | 4.52 | 2.95 | 6.03 | 4.40 | 2.92 |
fMRA | 3.60 | 0.00 | 0.82 | 1.61 | 0.00 | 0.80 | 1.56 | 0.00 | 0.78 | 1.55 |
Can | 6.54 | 6.50 | 6.46 | 6.33 | 4.80 | 4.72 | 4.62 | 3.15 | 3.06 | 3.04 |
cMRA | 3.15 | 0.00 | 0.00 | 0.00 | 0.77 | 0.76 | 0.74 | 1.52 | 1.47 | 1.47 |
Cement | 88.60 | 33.67 | 33.67 | 33.67 | 33.67 | 33.67 | 33.67 | 33.67 | 33.67 | 33.67 |
Water | 0.50 | 0.11 | 0.11 | 0.12 | 0.12 | 0.12 | 0.12 | 0.12 | 0.12 | 0.13 |
Admixture | 1.56 | 0.01 | 0.01 | 0.01 | 0.01 | 0.01 | 0.01 | 0.01 | 0.01 | 0.01 |
EUR/m3 concrete | - | 46.51 | 45.72 | 44.76 | 45.49 | 44.59 | 43.67 | 44.49 | 43.51 | 42.78 |
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González, M.D.; Plaza Caballero, P.; Fernández, D.B.; Jordán Vidal, M.M.; del Bosque, I.F.S.; Medina Martínez, C. The Design and Development of Recycled Concretes in a Circular Economy Using Mixed Construction and Demolition Waste. Materials 2021, 14, 4762. https://doi.org/10.3390/ma14164762
González MD, Plaza Caballero P, Fernández DB, Jordán Vidal MM, del Bosque IFS, Medina Martínez C. The Design and Development of Recycled Concretes in a Circular Economy Using Mixed Construction and Demolition Waste. Materials. 2021; 14(16):4762. https://doi.org/10.3390/ma14164762
Chicago/Turabian StyleGonzález, Marcos Díaz, Pablo Plaza Caballero, David Blanco Fernández, Manuel Miguel Jordán Vidal, Isabel Fuencisla Sáez del Bosque, and César Medina Martínez. 2021. "The Design and Development of Recycled Concretes in a Circular Economy Using Mixed Construction and Demolition Waste" Materials 14, no. 16: 4762. https://doi.org/10.3390/ma14164762