Recycled Concrete as Aggregate for Structural Concrete Production
"> Figure 1
<p>Waste concrete for recycling: concrete cubes and precast column.</p> "> Figure 2
<p>Recycled material after (a) primary and (b) secondary crushing.</p> "> Figure 3
<p>Recycled concrete aggregate fractions. From left to right; 4–8 mm, 8–16 mm and 16–31.5 mm coarse aggregates.</p> "> Figure 4
<p>Grading curves of natural aggregate.</p> "> Figure 5
<p>Grading curves of recycled concrete aggregate.</p> "> Figure 6
<p>Slump test (a) after mixing and (b) after 30 minutes.</p> "> Figure 7
<p>Testing of bond between concrete and reinforcement.</p> "> Figure 8
<p>Relative values R50/R0 and R100/R0 for properties of hardened concrete.</p> "> Figure 9
<p>The compressive strength of concrete at various ages.</p> "> Figure 10
<p>Test results of concrete wear resistance.</p> "> Figure 11
<p>Test results of concrete water absorption.</p> "> Figure 12
<p>Characteristic dimensions of RC beams and arrangement of reinforcement.</p> "> Figure 13
<p>Moulds with placed reinforcement.</p> "> Figure 14
<p>Finishing of the beams concrete surface.</p> "> Figure 15
<p>Arrangement of measuring spots throughout the beam. (U—deflection; T—strain in reinforcement; D—strain in concrete).</p> "> Figure 16
<p>Development of cracks during load testing of beam R50.</p> "> Figure 17
<p>Crack pattern after collapse of beam R50.</p> "> Figure 18
<p>Calculated and measured values of deflection of all tested beams.</p> ">
Abstract
:1. Introduction
2. Basic Properties of Concrete with Recycled Concrete Aggregate
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- decreased specific gravity [3],
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- increased crushability [3],
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- increased quantity of dust particles [3],
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- increased quantity of organic impurities if concrete is mixed with earth during building demolition [3], and
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- possible content of chemically harmful substances, depending on service conditions in building from which the demolition and crushing recycled aggregate is obtained [3].
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3. Experimental Investigation
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- same cement content,
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- same workability after 30 min,
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- same maximum grain size (32 mm),
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- same grain size distribution for aggregate mixture,
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- same type and quantity of fine aggregate,
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- variable type and quantity of coarse aggregate.
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- the first concrete mix had 100% of natural river coarse aggregate (R0), control mixture,
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- the second concrete mix had 50% of natural river coarse aggregate and 50% of recycled coarse aggregate (R50),
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- the third concrete mix had 100% of recycled coarse aggregate (R100).
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- workability (slump test) immediately after mixing and 30 minutes after mixing,
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- bulk density of fresh concrete,
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- air content,
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- bulk density of hardened concrete,
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- water absorption (at age of 28 days),
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- wear resistance (at age of 28 days),
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- compressive strength fc (at age of 2, 7 and 28 days),
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- splitting tensile strength (at age of 28 days),
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- flexural strength (at age of 28 days),
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- modulus of elasticity (at age of 28 days),
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- drying shrinkage (at age of 3, 4, 7, 14, 21 and 28 days),
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- bond between ribbed and mild reinforcement and concrete.
3.1. Component Materials
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- Portland-composite cement CEM II/A-M(S-L) 42.5R, (Lafarge-BFC),
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- fine aggregate (river aggregate, separation Luka Leget, grain size 0/4 mm),
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- two types of coarse aggregate: river aggregate, separation Luka Leget, and recycled concrete aggregate, grain sizes 4/8, 8/16 and 16/31.5 mm,
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- water.
Tested property | Measured value | Grain size | Quality requirement | |||
0/4 | 4/8 | 8/16 | 16/32 | |||
Crushing resistance
(in cylinder) | mass loss (%) | - | 14.0 | 18.6 | 23.8 | <30 |
Freezing resistance test | mass loss (%) | 1.8 | 1.6 | 1.4 | 1.5 | <12 |
Content of weak grains | (%) | - | 0 | 0 | 0 | <3 (4) |
Crushing resistance
(Los Angeles test) | mass loss (%) | - | 26.3 | 29.0 | 29.2 | <30 |
Water absorption after 30 minutes | (%) | 0.7 | 0.4 | 0.4 | 0.3 | - |
Fines content | (%) | 1.6 | 0.23 | 0.15 | 0.12 | <5 (<1) |
Specific gravity | kg/m3 | 2,655 | 2,666 | 2,669 | 2,671 | 2,000–3,000 |
Bulk density, uncompacted | kg/m3 | 1,611 | 1,490 | 1,470 | 1,460 | - |
Bulk density, compacted | kg/m3 | 1,729 | 1,590 | 1,570 | 1,560 | - |
Tested property | Measured value | Grain size | Quality requirement | ||
4/8 | 8/16 | 16/32 | |||
Crushing resistance
(in cylinder) | mass loss (%) | 18.3 | 26.7 | 30.7 | <30 |
Freezing resistance test | mass loss (%) | 2.0 | 1.4 | 1.0 | <12 |
Chemical testing (mortar part of recycled aggregate) | chloride content | 0 | 0 | 0 | <0.1 |
sulfate content | in traces | in traces | in traces | <1.0 | |
pH | 9.85 | 9.85 | 9.85 | - | |
Content of weak grains | (%) | 0 | 3.7 | 7.1 | <3 (4) |
Crushing resistance
(Los Angeles test) | mass loss (%) | 29.6 | 33.7 | 34.0 | <30 |
Water absorption after 30 minutes | (%) | 4.59 | 2.87 | 2.44 | - |
Fines content | (%) | 0.45 | 0.23 | 0.36 | <1.0 |
Specific gravity | kg/m3 | 2,346 | 2,458 | 2,489 | 2,000–3,000 |
Bulk density, uncompacted | kg/m3 | 1,275 | 1,239 | 1,236 | - |
Bulk density, compacted | kg/m3 | 1,388 | 1,323 | 1,325 | - |
3.2. Mix Proportion Design
Concrete mixture | Cement (kg/m³) | Effective water (kg/m³) | Aggregate (kg/m³) | Additional water (kg/m³) | Effective water-cement ratio | Total water-cement ratio | Bulk density (kg/m³) |
---|---|---|---|---|---|---|---|
R0 | 350 | 180 | 1857 | 0 | 0.514 | 0.514 | 2,387 |
R50 | 350 | 180 | 1816 | 19 | 0.514 | 0.569 | 2,365 |
R100 | 350 | 180 | 1776 | 37 | 0.514 | 0.620 | 2,343 |
Concrete type | Natural river aggregate | Recycled concrete aggregate | |||||
---|---|---|---|---|---|---|---|
0/4 | 4/8 | 8/16 | 16/32 | 4/8 | 8/16 | 16/32 | |
R0 | 33 | 16 | 21 | 30 | 0 | 0 | 0 |
R50 | 33 | 8 | 10.5 | 15 | 6.5 | 7.5 | 19.5 |
R100 | 33 | 0 | 0 | 0 | 13 | 15 | 39 |
Concrete mixture | Content of natural river aggregate (kg/m³) | Content of recycled aggregate (kg/m³) | |||||
0/4 | 4/8 | 8/16 | 16/32 | 4/8 | 8/16 | 16/32 | |
R0 | 612 | 298 | 390 | 556 | 0 | 0 | 0 |
R50 | 600 | 145 | 191 | 272 | 118 | 136 | 354 |
R100 | 586 | 0 | 0 | 0 | 231 | 266 | 693 |
3.3. Results of Fresh Concrete Testing
Concrete mixture | Cement (kg/m³) | Total water (kg/m³) | Aggregate (kg/m³) | Water/cement ratio1 | Aggregate/cement ratio | Slump2 (cm) | Slump3 (cm) | Air content (%) | Bulk density (kg/m³) |
---|---|---|---|---|---|---|---|---|---|
R0 | 352 | 181 | 1866 | 0.514 | 5.306 | 16 | 10 | 1.5 | 2,399 |
R50 | 352 | 200 | 1826 | 0.568 | 5.188 | 14.5 | 8.5 | 1.4 | 2,378 |
R100 | 348 | 216 | 1765 | 0.620 | 5.074 | 11 | 9 | 1.3 | 2,329 |
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- Approximately the same workability after 30 minutes was achieved for all three concrete types using the additional water for concrete R50 and R100 (Figure 6b).
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- Concrete mixture R50 requires about 10% more total water quantity in comparison to mixture R0, and the corresponding value for concrete mixture R100 is about 20%.
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- Differences in air content (Δp) are insignificant. Air content in fresh concrete was determined by standard test method that is based on Boyle-Mariotte’s Law. In [26] was concluded that the air content of the RAC is higher than concrete made with NA at 100% replacement. However, the author used a gravimetric method for calculation of total air content, including aggregate porosity.
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- Bulk density of concrete depends on aggregate type and quantity. The highest bulk density has concrete with natural aggregate (R0) and the lowest concrete with maximum content of recycled aggregate (R100). The bulk density decrease is about 3%.
3.4. Results of Hardened Concrete Testing
Concrete type | Concrete age (days) | Standard deviation (MPa) | ||
---|---|---|---|---|
2 | 7 | 28 | ||
R0 (MPa) | 27.55 | 35.23 | 43.44 | 1.5769 |
R50 (MPa) | 25.74 | 37.14 | 45.22 | 1.2089 |
R100 (MPa) | 25.48 | 37.05 | 45.66 | 3.5016 |
R50/R0 (%) | 93 | 105 | 104 | |
R100/R0 (%) | 92 | 105 | 105 |
Concrete type | 4 days (mm/m) | 7 days (mm/m) | 14 days (mm/m) | 21 days (mm/m) | 28 days (mm/m) | Relative drying shrinkage*, % |
R0 | 0.017 | 0.124 | 0.203 | 0.277 | 0.339 | 100 |
R50 | 0.036 | 0.086 | 0.176 | 0.254 | 0.306 | 90 |
R100 | 0.091 | 0.204 | 0.251 | 0.335 | 0.407 | 120 |
Concrete type | R0 | R50 | R100 |
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Water absorption, (%) | 5.61 | 6.87 | 8.05 |
Splitting tensile strength, (MPa) | 2.66 | 3.20 | 2.78 |
Flexural strength, (MPa) | 5.4 | 5.7 | 5.2 |
Wear resistance, (cm³/50 cm) | 13.40 | 15.58 | 17.18 |
Modulus of elasticity (GPa) | 35.55 | 32.25 | 29.10 |
Bond between mild reinforcement and concrete, MPa | 6.48 | 5.87 | 6.76 |
Bond between ribbed reinforcement and concrete, MPa | 8.22 | 7.50 | 7.75 |
3.5. Discussion of Hardened Concrete Properties
Concrete type | a | b | r |
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R0 | 44.242 | 1.320 | 0.976 |
R50 | 47.556 | 1.761 | 0.997 |
R100 | 48.116 | 1.856 | 0.996 |
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- all three concrete types have approximately the same compressive strength development with time,
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- all three concrete types have 28-day compressive strength that is larger than 40 MPa,
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- differences between compressive strengths of concrete R0, R50 and R100 are negligible for the same concrete age.
- t0 = quintile of Student distribution for number of degree of freedom ν = n1 + n2 − 2
- xav,1 = average value (set I)
- xav,2 = average value (set II)
- n1 = number of test results (set I)
- n2 = number of test results (set II)
- tα = critical value of Student distribution for number of degree of freedom ν = n1 + n2 − 2
- σ1 = standard deviation (set I)
- σ2 = standard deviation (set II)
Test pairs | n1 | n2 | s | t0 | tα, for α = 0.05 |
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(R0 and R50) | 6 | 6 | 1.406523 | 2.189924 | 2.2281 |
(R0 and R100) | 6 | 6 | 2.7163 | 1.417718 | |
(R50 and R100) | 6 | 6 | 2.61943 | 0.29425 |
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- the lowest shrinkage rate was for concrete R50 (0.3 mm/m), and the highest for R100 (0.4 mm/m),
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- drying shrinkage of concrete R100 is 20% higher than shrinkage of concrete R0,
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- difference between 28-day shrinkage of concrete R0 and R50 is less than 10%.
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- the lowest water absorption was registered in concrete R0 and the highest in R100,
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- concrete R50 has 22% higher absorption, while concrete R100 has 44% higher absorption than control concrete R0.
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- difference between lowest and highest bond for both reinforcement types is about 10%,
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- bond between tested concretes and ribbed reinforcement is higher at least 15% than bond between tested concretes and mild reinforcement.
3.6. Load Testing of Reinforced Concrete (RC) Beams
Phase | Load (kN) | Beam edge | Stress in concrete (MPa) | Stress in reinforcement (MPa) | Deflection (mm) | Crack width (mm) |
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I | 5 | upper | 4.075 | 0.46 | 0.017 | |
lower | 65.569 | |||||
II | 10 | upper | 7.278 | 1.54 | 0.062 | |
lower | 117.092 | |||||
III | 20 | upper | 13.683 | 3.87 | 0.137 | |
lower | 220.139 | |||||
IV | 30 | upper | 20.087 | 6.10 | 0.207 | |
lower | 323.186 | |||||
V | 40 | upper | 26.492 | 8.33 | 0.276 | |
lower | 426.233 | |||||
VI | 50 | upper | 32.897 | failure | ||
lower | 529.279 |
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- First crack appears in the middle of the span in the third load phase (P = 20 kN).
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- The maximum width of cracks after collapse is between 2.0 and 2.7 mm.
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- Similar disposition and width of cracks was registered on all tested RC beams.
Phase | Load kN | Deflection, (mm) | Concrete compressive stress, (MPa) | ||||
R0 | R50 | R100 | R0 | R50 | R100 | ||
I | 5 | 0.55 | 0.67 | 0.73 | - | - | - |
II | 10 | 0.89 | 1.21 | 1.37 | 1.32 | 2.64 | 3.04 |
III | 20 | 2.68 | 2.78 | 2.94 | 7.00 | 8.05 | 8.71 |
IV | 30 | 4.66 | 5.97 | 6.89 | 12.80 | 10.96 | 14.78 |
V | 40 | 7.43 | 10.52 | 11.78 | 20.20 | 21.12 | 24.02 |
VI | 50 | failure |
4. Conclusions
Acknowledgements
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Malešev, M.; Radonjanin, V.; Marinković, S. Recycled Concrete as Aggregate for Structural Concrete Production. Sustainability 2010, 2, 1204-1225. https://doi.org/10.3390/su2051204
Malešev M, Radonjanin V, Marinković S. Recycled Concrete as Aggregate for Structural Concrete Production. Sustainability. 2010; 2(5):1204-1225. https://doi.org/10.3390/su2051204
Chicago/Turabian StyleMalešev, Mirjana, Vlastimir Radonjanin, and Snežana Marinković. 2010. "Recycled Concrete as Aggregate for Structural Concrete Production" Sustainability 2, no. 5: 1204-1225. https://doi.org/10.3390/su2051204