Performance Study of Sustainable Concrete Containing Recycled Aggregates from Non-Selected Construction and Demolition Waste
Abstract
:1. Introduction
- Utilizing aggregates from non-selected construction and demolition waste (C&DW) as a sustainable material.
- Exploring the potential of concrete made from non-selected C&DW to contribute to sustainable development.
- Investigating the effects of landfill age on construction waste properties.
- Assessing the impact of fine aggregates and addressing issues related to excessive water absorption.
- Understanding the properties of C&D waste in both old and new landfill sites.
2. Experimental Methodology
2.1. C&DW Materials
2.2. Concrete Mix Proportions
2.3. Laboratory Tests
3. Comparison of Some Waste Aggregates with C&DW Aggregates in Previous Studies
4. Results and Analysis
4.1. Chemical Properties of C&DW
4.2. Basic Tests on the Fresh State of Recycled Concrete
4.3. Basic Tests on the Hardened State of Recycled Concrete (CSTs)
4.4. Basic Tests on the Hardened State of Recycled Concrete (MOE)
4.5. Complementary Tests, Capon Abrasion Resistance
4.6. Complementary Tests, Skid Friction Resistance, and UPV
4.7. Discussion of Landfill Age Effects
5. Conclusions
- The accumulation of waste in Region 1 (1990–2005) and Region 2 (after 2005) indicated a significant increase in waste production in recent years. Old landfills contained a notable amount of clay structure materials, which have decreased considerably in recent years.
- The construction wastes obtained from the demolition of old structures and deposits at the study site can serve as suitable substitutes for natural materials in various applications, particularly in concrete production, manufacturing concrete parts, and roller compacted concrete pavements.
- Considering the chemical threshold limits typically applied to the use of VAs in concrete products, it is possible to use non-selected C&D wastes in concrete with appropriate considerations.
- The replacement of coarse VAs with C&D wastes resulted in an increase in wide wheel abrasion resistance by up to 5.8%. The maximum loss in abrasion resistance was 13–21% at full replacement of the fine VA. The impacts of the size of the C&D wastes on abrasion and skid resistance were greater than their ages. An increase in BPNs ranging from 0–15% was recorded for samples with coarse C&D wastes in replacement ratios of 25 to 100% due to the sharper shape of crushed C&D aggregates and their rough surface texture.
- The UPV test method can be beneficially implemented to estimate the compressive strength of recycled concrete with coarse non-selected C&D wastes. Due to the formation of micro-cracks in particles of recycled brick aggregates caused by the manual crushing process, the lowest UPV was obtained for mixes made with coarse C&D wastes in the old landfill. Additionally, the presence of adhered old mortars on the surface of old recycled bricks decreased the UPV values.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Reference | Tests on Fresh Concrete | Tests on Hardened Concrete |
---|---|---|
Poon et al. [28] | compressive strength in cubes, SEM | |
de Brito et al. [29] | slump, density | compressive strength in cubes, flexural strength, abrasion resistance (grinding wheel method) |
Poon et al. [13] | slump, bleeding test | compressive strength in cubes |
Evangelista and de Brito [14] and Medina et al. [30] | slump, density | compressive strength in cubes, splitting tensile strength, MOE, abrasion resistance (grinding wheel method) |
Medina et al. [31] | splitting tensile strength, compressive strength in cylinders, SEM | |
Xiao et al. [32] | nanoindentation tests, SEM, AFM | |
Barbudo et al. [33] and Bravo et al. [34] | water reduction, slump, density | splitting tensile strength, compressive strength in cubes, MOE, abrasion resistance (grinding wheel method) |
Medina et al. [15] | slump | density, compressive strength in cylinders, splitting tensile strength, total water absorption, sorptivity |
Alves et al. [35] | slump, density | compressive strength in cubes, splitting tensile strength, MOE, abrasion resistance (grinding wheel method) |
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Reference | Cement | Sand | Gravel | C&D Wastes |
---|---|---|---|---|
Reference concrete | 330 | 998 | 788 | 0 |
RC-C25 | 330 | 998 | 591 | 197 |
RC-F25 | 330 | 748 | 788 | 250 |
RC-C50 | 330 | 998 | 394 | 394 |
RC-F50 | 330 | 499 | 788 | 499 |
RC-C75 | 330 | 998 | 197 | 591 |
RC-F75 | 330 | 250 | 788 | 748 |
RC-C100 | 330 | 998 | 0 | 788 |
RC-F100 | 330 | 0 | 788 | 998 |
Experiment | Standard | Output Characteristics | Description |
---|---|---|---|
Sieve analysis | ASTM D 422 [48] | Physical characteristics of natural materials and C&DW | All tests were performed four times for each borehole (one test for each batch) and virgin materials to verify the repeatability of the test data. |
particle density | AS 1141.5 [49] and AS 1141.6.1 [50] | Physical characteristics of natural materials and C&DW | |
water absorption | AS 1141.5 [49] and AS 1141.6.1 [50] | Physical characteristics of natural materials and C&DW | |
Atterberg limits | ASTM D 4318 [51] | Physical characteristics of natural materials and C&DW | |
flakiness index | BS 812-105.1 [52] | Physical characteristics of natural materials and C&DW | |
Los Angeles abrasion | ASTM C 131 [53] | Physical characteristics of natural materials and C&DW | |
modified compaction | ASTM D 1557 [54] | Compaction characterization of natural materials and C&DW | |
CBR | ASTM D 1883 [55] | Load-displacement curves of C&DW and natural materials | |
direct shear (305 × 305 × 204 mm) | ASTMD 5321 [56] | Shear strength performance and behavior of natural and C&DW materials |
Other Cases | The Contents of Recycled Aggregates | Geotechnical Characterization of C&DW | |||||
---|---|---|---|---|---|---|---|
Cu | Cc | γs (kN/m3) | WA (%) | LA (%) | FL (%) | ||
Arulrajah et al., 2013 [69] | RCA | 31.25 | 0.94 | 27.1 c, 26 f | 4.7 c, 9.8 f | 44 | 11 |
Arulrajah et al., 2014 [70] | RCA | 30.42 | 1.12 | 27.6 c, 26.5 f | 4.66 c, 9.75 f | 28 | 11 |
Gabr et al., 2012 [71] | RCA | 46.67 | 2.14 | 26 | 8.9 | 39 | - |
Herrador et al., 2012 [72] | RCA-RAP-CB | 30 | 1.29 | - | - | 34 | 12 |
Blankengel et al., 2005 [73] | RCA | 23.75 | 4.87 | - | 5.2 | 31 | - |
Cerni et al., 2012 [74] | Non selected C&DW | 85.71 | 1.93 | 25.7 | 7.72 | 37 | 26.5 |
Park et al., 2003 [75] | RCA | 105 | 3.44 | 25.27 | 1.43 | 32.9 | - |
Jimenez et al., 2012 [76] | Non selected C&DW | 43.18 | 2.53 | 21.38 | 8.8 | 34 | 8 |
This study | Non selected C&DW | 28.43 | 1.23 | 19.69–21.3 | 4.6 c, 7.8 f | 35–42 | 16–17 |
Chemical Tests | Water Solubility | Light Contaminants Content | Total Sulfur Content | Acid Soluble Sulfates Content | Water Soluble Sulfates Content | Acid Soluble Chlorides Content | Water Soluble Chlorides Content |
---|---|---|---|---|---|---|---|
CTP1 | 1.5 | <0.1 | 0.2 | 0.3 | 0.06 | 0.013 | 0.006 |
CBH2 | 0.7 | 0.3 | <0.1 | 0.15 | 0.04 | 0.011 | 0.005 |
CTP3 | 0.9 | 1.2 | 0.1 | 0.15 | 0.03 | 0.015 | 0.007 |
CBH4 | 1.7 | 0.3 | <0.1 | 0.1 | 0.03 | 0.013 | 0.006 |
CTP5 | 1.6 | 0.5 | 0.1 | 0.2 | 0.04 | 0.011 | 0.005 |
CBH6 | 0.8 | 0.2 | 0.1 | 0.2 | 0.04 | 0.012 | 0.005 |
CTP7 | 1.1 | 0.2 | <0.1 | 0.1 | 0.03 | 0.011 | 0.005 |
CBH8 | 0.7 | 0.9 | <0.1 | 0.1 | 0.02 | 0.004 | 0.004 |
FTP1 | 1.5 | 0.2 | 0.3 | 0.7 | 0.08 | 0.018 | 0.007 |
FBH2 | 1.5 | 0.6 | 0.3 | 0.6 | 0.08 | 0.015 | 0.007 |
FTP3 | 1.4 | 1.5 | 0.3 | 0.6 | 0.04 | 0.02 | 0.009 |
FBH4 | 1.9 | 0.7 | 0.2 | 0.4 | 0.06 | 0.011 | 0.006 |
FTP5 | 1.5 | 0.5 | 0.1 | 0.3 | 0.05 | 0.013 | 0.006 |
FBH6 | 1.1 | 1 | 0.1 | 0.2 | 0.05 | 0.014 | 0.006 |
FTP7 | 1.2 | 0.9 | 0.1 | 0.2 | 0.05 | 0.013 | 0.006 |
FBH8 | 1 | 1.3 | <0.1 | 0.1 | 0.03 | 0.003 | 0.004 |
Gravel (CVA) | insoluble | not detected | <0.05 | <0.1 | not detected | <0.01 | <0.001 |
Sand (FVA) | insoluble | not detected | <0.05 | <0.1 | not detected | <0.01 | 0.002 |
Threshold | 10 ¥ | 0.5 * | 1 * | 0.8 * | 0.20 * | 0.015 § | 0.010 * |
Mix Type | Cylinder Sample | Cube Sample | Compressive Strength Class (28 Day) | ||
---|---|---|---|---|---|
fcm (MPa) | ∆ (%) | fcm (MPa) | ∆ (%) | ||
Reference concrete | 25.5 ± 0.8 | - | 35.1 ± 1.5 | - | C20/25 |
TP1-C25 | 25.4 ± 1.1 | −0.4 | 33.9 ± 0.9 | −3.4 | C20/25 |
TP1-C50 | 23.6 ± 0.6 | −7.5 | 30.3 ± 0.4 | −13.7 | C20/25 |
TP1-C75 | 22.4 ± 1 | −12.2 | 27 ± 1.4 | −23.1 | C20/25 |
TP1-C100 | 17.3 ± 0.7 | −32.2 | 23.3 ± 1.8 | −33.6 | C16/20 |
TP3-C25 | 22.4 ± 1 | −12.2 | 31.2 ± 2 | −11.1 | C20/25 |
TP3-C50 | 20.7 ± 1.4 | −18.8 | 27.9 ± 0.7 | −20.5 | C20/25 |
TP3-C75 | 17.7 ± 0.9 | −30.6 | 24.5 ± 1.4 | −30.2 | C16/20 |
TP3-C100 | 14.8 ± 1.9 | −42 | 20.4 ± 1.9 | −41.9 | C16/20 |
TP5-C25 | 24.9 ± 1.7 | −2.4 | 34.3 ± 0.7 | −2.3 | C20/25 |
TP5-C50 | 23.6 ± 1.4 | −7.4 | 31.8 ± 0.4 | −9.4 | C20/25 |
TP5-C75 | 21.2 ± 1 | −16.8 | 28.7 ± 1.1 | −18.2 | C20/25 |
TP5-C100 | 18.2 ± 0.8 | −28.6 | 25.1 ± 1.6 | −28.5 | C16/20 |
TP7-C25 | 23.9 ± 0.4 | −2.4 | 34.5 ± 1.1 | −1.7 | C20/25 |
TP7-C50 | 22.7 ± 0.6 | −11 | 30.9 ± 1 | −12 | C20/25 |
TP7-C75 | 19.3 ± 1.7 | −24.3 | 29.2 ± 2.1 | −16.8 | C16/20 |
TP7-C100 | 16.8 ± 0.4 | −34.1 | 27.1 ± 1.8 | −22.8 | C16/20 |
TP1-F25 | 24.2 ± 1.6 | −5.1 | 31 ± 0.5 | −11.7 | C20/25 |
TP1-F50 | 22 ± 1.2 | −13.7 | 27.6 ± 0.6 | −21.4 | C20/25 |
TP1-F75 | 21.4 ± 0.9 | −16.1 | 25.7 ± 1.3 | −26.8 | C20/25 |
TP1-F100 | 18 ± 0.8 | −29.4 | 20 ± 1.6 | −43 | C16/20 |
TP3-F25 | 20.5 ± 1.1 | −19.6 | 27.3 ± 0.9 | −22.2 | C20/25 |
TP3-F50 | 19.2 ± 0.8 | −24.7 | 24.5 ± 1.1 | −30.2 | C16/20 |
TP3-F75 | 16. 4 ± 1.3 | −35.7 | 21. 5 ± 0.4 | −38.7 | C16/20 |
TP3-F100 | 13.2 ± 1.2 | −48.2 | 17.6 ± 0.8 | −49.9 | C12/15 |
TP5-F25 | 23.3 ± 0.7 | −8.6 | 32.1 ± 0.6 | −8.5 | C20/25 |
TP5-F50 | 22.9 ± 0.3 | −14.1 | 28.8 ± 0.8 | −17.9 | C20/25 |
TP5-F75 | 20.8 ± 0.5 | −22.4 | 24.9 ± 0.1 | −29.1 | C20/25 |
TP5-F100 | 17.8 ± 0.8 | −31.4 | 22.8 ± 0.7 | −35 | C16/20 |
TP7-F25 | 22.4 ± 0.9 | −12.2 | 31.7 ± 1.4 | −9.7 | C20/25 |
TP7-F50 | 20.4 ± 1.1 | −20 | 27.4 ± 2 | −21.9 | C20/25 |
TP7-F75 | 19 ± 2 | −25.5 | 25.5 ± 1.8 | −27.4 | C16/20 |
TP7-F100 | 15.2 ± 0.6 | −40.4 | 23.3 ± 1 | −33.6 | C12/15 |
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Akbarimehr, D.; Eslami, A.; Nasiri, A.; Rahai, M.; Karakouzian, M. Performance Study of Sustainable Concrete Containing Recycled Aggregates from Non-Selected Construction and Demolition Waste. Sustainability 2024, 16, 2601. https://doi.org/10.3390/su16072601
Akbarimehr D, Eslami A, Nasiri A, Rahai M, Karakouzian M. Performance Study of Sustainable Concrete Containing Recycled Aggregates from Non-Selected Construction and Demolition Waste. Sustainability. 2024; 16(7):2601. https://doi.org/10.3390/su16072601
Chicago/Turabian StyleAkbarimehr, Davood, Abolfazl Eslami, Asgar Nasiri, Mohammad Rahai, and Moses Karakouzian. 2024. "Performance Study of Sustainable Concrete Containing Recycled Aggregates from Non-Selected Construction and Demolition Waste" Sustainability 16, no. 7: 2601. https://doi.org/10.3390/su16072601