Advances in Civil EngineeringVolume 2011 (2011), Article ID 283984, 6 pagesdoi:10.1155/2011/283984

Research Article

Structural Concrete Prepared with Coarse Recycled Concrete Aggregate: From Investigation to Design

Valeria Corinaldesi

Engineering Faculty, Universitá Politecnica delle Marche, Brecce Bianche Street, 60131 Ancona, Italy

Received 28 February 2011; Accepted 24 August 2011

Academic Editor: Paulo Monteiro

Copyright © 2011 Valeria Corinaldesi. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Abstract.

An investigation of mechanical behaviour and elastic properties of recycled aggregate concrete (RAC) is presented. RACs were prepared by using a coarse aggregate fraction made of recycled concrete coming from a recycling plant in which rubble from concrete structure demolition is collected and suitably treated. Several concrete mixtures were prepared by using either the only virgin aggregates (as reference) or 30% coarse recycled aggregate replacing gravel and by using two different kinds of cement. Different water-to-cement ratios were adopted ranging from 0.40 to 0.60. Concrete workability was always in the range 190–200 mm. Concrete compressive strength, elastic modulus, and drying shrinkage were evaluated. Results obtained showed that structural concrete up to C32/40 strength class can be manufactured with RAC. Moreover, results obtained from experimentation were discussed in order to obtain useful information for RAC structure design, particularly in terms of elastic modulus and drying shrinkage prediction.

1. Introduction

Crushing concrete to produce coarse aggregate for the production of new concrete is one common means for achieving a more environmentally friendly concrete. Recycling concrete wastes will lead to reduction in valuable landfill space and savings in natural resources. In fact, the use of recycled aggregate concrete (RAC) is acquiring particular interest in civil construction as regards to sustainable development.

Many studies demonstrate the feasibility of the use of crushed concrete as coarse aggregates [1–10], its use being already accounted for in the regulations of many countries. In Italy, the use of 30% recycled concrete instead of virgin aggregate is definitively allowed for producing structural concretes (up to C 30/37 strength class) since July 2009 [11]. Nevertheless, in the Italian regulations no indication about predictions of RAC elastic modulus and drying shrinkage is reported. The study of the elastic behaviour of concretes made of 30% recycled-concrete aggregates, discussed here, just had the aim to provide useful information.

2. Experimental Program

2.1. Materials

Two commercial portland-limestone blended cements were alternatively used, type CEM II/A-L 42.5 R and type CEM II/B-L 32.5 R according to EN-197/1 [12] (the main difference is the content of calcium carbonate that in the first case is less than 20% and in the second case is included in the range 21–35% according to EN-197/1). The Blaine fineness of cements were 0.42 m²/g and 0.40 m²/g, respectively, and their specific gravity were 3.05 kg/m³. The first kind of cement (i.e., CEM II/A-L 42.5 R) due to its composition and its higher fineness is expected to perform more than the other.

Quartz sand (0–5 mm), fine gravel (6–12 mm), and gravel (11–22 mm) were used, suitably combined, for preparing the reference mixtures. Their main physical properties were evaluated according to EN 1097-6 [13] and reported in Table 1 and their gradations evaluated according to EN 933-1 [14] are shown in Figure 1.

Table 1: Main physical properties of the aggregate fractions.

Aggregate fractions
Quartz sand
Fine gravel
Gravel
Coarse recycled fraction

Relative specific gravity (SSD)
2.540
2.560
2.570
2.420

Water absorption (%)
3.5
3.0
3.0
6.8

Figure 1: Grain size distribution curves of the aggregate fractions.

In addition, a coarse recycled aggregate fraction (11–22 mm) was used, coming from a recycling plant in which rubble from concrete structure demolition is suitably treated. Its composition is 100% recycled concrete; the original concrete strength class was unknown and likely different for waste concrete coming from different sources. The main physical properties of the recycled aggregate fraction are reported in Table 1, and its gradation is shown in Figure 1. The content in recycled concrete fraction of chlorides, sulphates, and organic materials were evaluated according to the methods recommended by UNI EN 1744-1 (part 7, 11, 12, 14, and 15) [15] and the presence of alkali-silica reactive materials according to the method recommended by UNI EN 8520-22 [16]. No organic or alkali-silica reactive materials were detected; concerning the amount of chlorides and sulphates they were below the threshold value of 0.04% (by weight) and 0.15% (by weight), respectively.

As a-water-reducing admixture, a 30% aqueous solution of carboxylic acrylic ester polymer was added to the mixtures.

2.2. Concrete Mixture Proportions

The concrete mixture proportions of the reference mixtures (REF) made of 100% virgin aggregates and of the mixtures made of 30% coarse recycled aggregate replacing gravel (CRA) are reported in Tables 2 and 3, respectively. The recycled-aggregate fraction was added to the mixture after water soaking, in a condition very close to that defined as saturated surface dried. In fact, on the basis of the results obtained in a previous work [17], it seems that presoaked aggregates can be more effective in order to create an internal water supply able to reduce drying shrinkage as well as to avoid water absorption of aggregate during mixing and, consequently, to maintain concrete workability for enough time to be cast.

Table 2: Mixture proportions of concretes made of 100% virgin aggregates.

Mixture
REF-I-0.40
REF-II-0.40
REF-I-0.45
REF-I-0.50
REF-II-0.50
REF-I-0.55
REF-I-0.60
REF-II-0.60

Water/cement
0.40
0.40
0.45
0.50
0.50
0.55
0.60
0.60

Water, kg
140
140
153
165
165
176
186
186

Cement 42.5R, kg
350
—
340
330
—
320
310
—

Cement 32.5R, kg
—
350
—
—
330
—
—
310

Quartz sand, kg (% in volume)
732 (40)
732 (40)
723 (40)
715 (40)
715 (40)
708 (40)
702 (40)
702 (40)

Fine gravel, kg (% in volume)
553 (30)
553 (30)
547 (30)
541 (30)
541 (30)
535 (30)
531 (30)
531 (30)

Gravel, kg (% in volume)
556 (30)
556 (30)
549 (30)
543 (30)
543 (30)
537 (30)
533 (30)
533 (30)

Superplasticizer, % by weight of cement
1.2
1.2
1.0
0.8
0.8
0.6
0.4
0.4

Table 3: Mixture proportions of concretes made of 30% coarse recycled aggregates.

Mixture
CRA-I-0.40
CRA-II-0.40
CRA-I-0.45
CRA-I-0.50
CRA-II-0.50
CRA-I-0.55
CRA-I-0.60
CRA-II-0.60

Water/cement
0.40
0.40
0.45
0.50
0.50
0.55
0.60
0.60

Water, kg
140
140
153
165
165
176
186
186

Cement 42.5R, kg
350
—
340
330
—
320
310
—

Cement 32.5R, kg
—
350
—
—
330
—
—
310

Quartz sand, kg (% in volume)
732 (40)
732 (40)
723 (40)
715 (40)
715 (40)
708 (40)
702 (40)
702 (40)

Fine gravel, kg (% in volume)
553 (30)
553 (30)
547 (30)
541 (30)
541 (30)
535 (30)
531 (30)
531 (30)

Coarse recycled aggregate, kg (% in volume)
523 (30)
523 (30)
517 (30)
511 (30)
511 (30)
506 (30)
501 (30)
501 (30)

Superplasticizer, % by weight of cement
1.2
1.2
1.0
0.8
0.8
0.6
0.4
0.4

Five different water-to-cement ratios were adopted when the cement type CEM II/A-L 42.5 R was used: 0.40, 0.45, 0.50, 0.55, and 0.60. On the other hand, the study was limited to three water-to-cement ratios when the cement type CEM II/B-L 32.5 R was used: 0.40, 0.50, and 0.60.

All the concrete mixtures showed the same fluidity level (S5, slump in the range 190–200 mm), evaluated according to EN 12350-2 [18].

In order to optimize the grain size distribution of the solid particles in the concrete, the aggregate fractions were suitably combined according to the Bolomey particle size distribution curve [19].

A water-reducing admixture was always added to the mixtures but at different dosages, ranging from 1.2% to 0.4% by weight of cement in order to adjust cement dosage (always kept under 350 kg/m³ and gradually decreased for increasing water to cement ratios). In fact, in the current practice concretes with water/cement of 0.40 are typically prepared with about 350 kg/m³ of cement and concretes with water/cement of 0.60 with roughly 300 kg/m³ of cement.

2.3. Preparation and Curing of Specimens

Thirty cubic specimens, 100 mm in size, were cast in steel forms for each concrete mixture for compression tests, according to UNI EN 12390-1 [20] and wet cured at 20°C.

In addition, three prismatic specimens (100 by 100 by 500 mm) were prepared for each concrete mixture according to UNI 6555 [21]. After one day of wet curing, the specimens were stored at constant temperature (20 ± 2°C) and constant relative humidity (50 ± 2%) while measuring drying shrinkage at different curing times.

Finally, three cylindric specimens, 250 mm high with a diameter of 100 mm, for each concrete mixture were manufactured for evaluating static modulus of elasticity in compression according to UNI 6556 [22].

3. Results and Discussion

3.1. Compression Test

Compressive strength was evaluated after 3 and 28 days of wet curing according to UNI EN 12390-3 [23] on cubic specimens, which were tested at right angles to the position of casting. The mean values obtained from fifteen specimens as well as the standard deviation values are reported in Table 4.

Table 4: Compressive strengths (MPa) after 3 and 28 days.

Curing times
3 days
28 days

Mixtures
Mean values
Standard deviations
Mean values
Standard deviations

REF-I-0.40
37.0
2.4
58.6
3.4

REF-I-0.45
28.5
1.8
56.1
2.5

REF-I-0.50
28.7
2.6
51.2
3.1

REF-I-0.55
24.7
2.4
47.1
2.6

REF-I-0.60
20.1
2.8
43.9
1.3

REF-II-0.40
32.1
2.2
52.2
1.7

REF-II-0.50
19.8
2.1
43.3
2.0

REF-II-0.60
15.3
1.9
36.1
1.8

CRA-I-0.40
29.7
1.3
46.1
3.2

CRA-I-0.45
26.2
1.7
45.8
2.9

CRA-I-0.50
22.2
2.3
39.9
3.7

CRA-I-0.55
21.7
1.7
36.3
2.7

CRA-I-0.60
15.5
1.8
34.7
1.6

CRA-II-0.40
26.1
1.6
41.8
1.8

CRA-II-0.50
16.4
1.9
35.1
1.8

CRA-II-0.60
12.9
1.7
29.2
1.9

On the basis of the data reported in Table 4, whichever the kind of cement used, the substitution of 30% virgin aggregate with coarse recycled concrete aggregate produced a loss of strength of about 20% after 28 days of wet curing.

Concerning the standard deviation values, they were practically independent on the type of aggregate used, showing that the same degree of homogeneity of the concrete mixtures could be achieved by using recycled aggregates instead of ordinary aggregates.

However, whichever the kind of cement used, RAC strength classes C 25/30 and C 28/35 can be confidently achieved, by keeping the water/cement under 0.60 and 0.50, respectively, with cement type 42.5 R, and under 0.50 and 0.40, respectively, with cement type 32.5 R.

On the other hand, RAC strength class C 32/40 can be achieved only by using cement type 42.5 R, by keeping the water/cement under 0.45.

3.2. Static Elastic Modulus Evaluation

Static modulus of elasticity was determined according to the procedure described in the Italian Standards UNI 6556 [22]. The mean values obtained after 28 days are shown in Figure 2 and plotted also in Figure 3 as a function of the concrete compressive strength after 28 days.

Figure 2: Static elastic modulus after 28 days of wet curing.

Figure 3: Static elastic modulus versus compressive strength after 28-days of wet curing.

In Figure 3 two equations are reported: The first one (1) is the formula proposed by the Italian Standard [11] for regular concrete. Results obtained in this work on ordinary concretes showed to be in good agreement with (1).

On the other hand, the second formula (2) was obtained by fitting experimental data obtained for the concrete mixtures prepared with 30% coarse recycled concrete aggregate, whichever the type of cement used.

In practice, it means that, for equal compressive strength, 17% lower elastic modulus is achieved by using 30% coarse recycled aggregates. A similar result was obtained by the author in a previous work [10], in which a coefficient of 18.8 instead of 18.2 was found when the fine gravel (6–12 mm), instead of gravel (11–22 mm), was completely replaced by recycled concrete aggregate fraction (6–12 mm), also in that case the percentage of substitution was 30%. This slight difference can signify a certain dependence of the RAC elastic modulus on the grain size of the recycled concrete aggregate used: the higher is the aggregate size the higher is the decrease with respect to the reference mixtures.

However, for practical uses a common coefficient equal to 18.5 can be suggested, independently on the recycled aggregate particle size, corresponding to 16% reduction of elastic modulus with respect to conventional concrete.

3.3. Drying Shrinkage Test

Drying shrinkage was evaluated according to UNI 6555 [21], results obtained up to 180 days of exposure are reported in Table 5.

Table 5: Drying shrinkage measurements (mm/m).

Mixture
Days of exposure to 50% R.H., 20°C temperature

7
30
60
90
180

REF-I-0.40
0.09
0.26
0.34
0.4
0.44

REF-I-0.45
0.11
0.3
0.37
0.4
0.48

REF-I-0.50
0.19
0.27
0.43
0.45
0.5

REF-I-0.55
0.18
0.33
0.47
0.49
0.64

REF-I-0.60
0.24
0.34
0.48
0.58
0.7

REF-II-0.40
0.1
0.28
0.38
0.43
0.46

REF-II-0.50
0.19
0.3
0.46
0.48
0.55

REF-II-0.60
0.25
0.37
0.5
0.62
0.68

CRA-I-0.40
0.11
0.31
0.5
0.5
0.58

CRA-I-0.45
0.12
0.32
0.43
0.47
0.6

CRA-I-0.50
0.14
0.38
0.52
0.54
0.58

CRA-I-0.55
0.17
0.28
0.43
0.53
0.63

CRA-I-0.60
0.18
0.4
0.62
0.66
0.68

CRA-II-0.40
0.12
0.32
0.49
0.52
0.59

CRA-II-0.50
0.15
0.4
0.54
0.56
0.61

CRA-II-0.60
0.18
0.42
0.61
0.67
0.69

In Figures 4, 5, and 6, three comparisons of the drying shrinkage strains of equal strength class concretes are shown. The compared mixtures were “REF-I-0.55,” “REF-II-0.50,” “CRA-I-0.40,” and “CRA-II-0.45” for the strength class (see Table 4); “REF-I-0.60,” “CRA-I-0.50,” and “CRA-II-0.40” for the strength class (see Table 4) and “REF-II-0.60”, “CRA-I-0.55” and “CRA-II-0.50” for the strength class (see Table 4). Results obtained on C 32/40, C 28/35, and C 25/30 strength class concretes are reported in Figures 4, 5, and 6, respectively.

Figure 4: Drying shrinkage versus time of exposure for C 32/40 strength class concretes.

Figure 5: Drying shrinkage versus time of exposure for C 28/35 strength class concretes.

Figure 6: Drying shrinkage versus time of exposure for C 25/30 strength class concretes.

It can be noticed that, by using 30% coarse recycled aggregate, the values of the measured strains on RACs are similar (Figure 4), if not lower (Figures 5 and 6), to those obtained for the reference mixtures of the same strength class. Indeed, by comparing equal-strength concretes, the different kind of cement used seems to affect the drying shrinkage behavior of concrete more than the kind of aggregate used (see Figure 4), due to the different water-to-cement ratios required to gain the same 28-day compressive strength.

4. Conclusions

Results obtained show that structural concrete up to C32/40 strength class can be manufactured by replacing 30% virgin aggregate with coarse recycled-concrete aggregate.

Moreover, a correlation between elastic modulus and compressive strength of recycled-aggregate concrete was found showing that, in general, 16% lower elastic modulus is achieved by using 30% coarse recycled aggregates, whatever the recycled aggregate grain size distribution.

Finally, on the basis of the results obtained by free drying shrinkage measurements, similar shrinkage behaviours are detected for equal-strength concretes, not depending on the kind of aggregate used. This last aspect, when considered together with a lower elastic modulus, predicts a lower tendency to crack appearance in RACs rather than in conventional concretes.

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