Advances in Civil Engineering

Volume 2014 (2014), Article ID 671547, 6 pages

http://dx.doi.org/10.1155/2014/671547

Research Article

Evaluation of the Fresh and Hardened Properties of Steel Fibre Reinforced Self-Compacting Concrete Using Recycled Aggregates as a Replacement Material

N. Nalanth,¹ P. Vincent Venkatesan,² and M. S. Ravikumar³

¹Anna University Chennai, Tamil Nadu, India

²Department of Civil Engineering, Mepco Schlenk Engineering College, Tamil Nadu, India

³Department of Civil Engineering, Noorul Islam University, Tamil Nadu, India

Received 3 October 2013; Revised 23 January 2014; Accepted 8 February 2014; Published 16 March 2014

Academic Editor: Jamal Khatib

Copyright © 2014 N. Nalanth et al. 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.

In this world of rapid urbanization the demand for natural construction materials is increasing day by day which has created a necessity for alternative construction materials. Recycling of materials is a possible way of eradicating the acute shortage of materials. Considerable work has been done in the area of self-compacting concrete by partial replacement of coarse aggregates (CA) with recycled coarse aggregates (RCA) obtained from construction and demolition debris. The present study has been done by adding steel fibers to concrete in a view of improving the mechanical properties of SCC so that it can be applied in beam column joints. An ideal mix proportion was arrived at, as a result of repeated trials and specimens that were cast and cured. The compression, tensile, and flexural strength parameters were determined and the result has been presented. The results obtained reveal that brick bats in combination with steel fibres may be used extensively in SCC.

1. Introduction

Self-compacting concrete as we all know is a concrete which exhibits good flow properties, good passing ability, and segregation resistance. No vibration is required to compact the concrete since the SCC has the capability of compacting under its own weight after being placed. Also SCC effectively passes through the congested reinforcements and uniformly fills up the voids. The SCC thus obtained is dense and homogeneous and has superior surface finish [1–3]. In order to attain the above said properties, chemical admixtures like superplasticizers and viscosity modifiers are generally used. The dosage of the chemical admixtures is an important parameter which influences the fresh state properties of SCC. Many research works carried out in this area have proved that the role of chemical admixtures is inevitable in achieving good fresh state properties of SCC [4–6]. The effectiveness of high calcium fly ash for producing SCC was investigated in this work. The fresh and hardened properties of SCC using recycled aggregates by adding suitable proportion of chemical admixture and fly ash have been studied in this work [7–9]. In addition this study was carried out by adding steel fiber’s to SCC.

The brief literature reviews of some of the latest studies are as follows. Reference [10] studied the fresh and hardened properties of SCC using recycled concrete aggregates as both coarse and fine aggregates states. Three series of SCC mixtures were prepared with 100% coarse recycled aggregates, and different levels of fine recycled aggregates were used to replace river sand. The cement content was kept constant for all concrete mixtures. Reference [11] studied the potential usage of RCA obtained from crushed concrete for making SCC and additionally emphasizing its ecological value. In their experiment, three types of concrete mixtures were made, where the percentage of substitution of coarse aggregate by recycled aggregate was 0%, 50%, and 100%. In the process of mixing, equal consistence of all concrete mixtures was achieved. Reference [12] determined the influence of different curing conditions on the mechanical performance of concrete made with coarse recycled aggregate from crushed concrete. The properties analyzed include compressive strength, split tensile strength, modulus of elasticity, and abrasion resistance. Reference [13] studied the benefits of limestone powder, basalt powder, and marble powder as partial replacement of Portland cement and being used directly in the production of SCC. The water-to-binder ratio was maintained at 0.33 for all mixture. In [14] the influence of fly ash (FA) on the properties of self-compacting concrete (SCC) is investigated. Portland cement (PC) was partially replaced with 0–80% FA. The water-to-binder ratio was maintained at 0.36 for all mixes. Properties included workability, compressive strength, ultrasonic pulse velocity (V), absorption, and shrinkage. The results indicate that high volume FA can be used in SCC to produce high strength and low shrinkage. Replacing 40% of PC with FA resulted in strength of more than 65 N/mm² at 56 days. High absorption values are obtained with increasing amount of FA; however, all FA concrete exhibits absorption of less than 2%. There is a systematic reduction in shrinkage as the FA content increases and at 80% FA content, the shrinkage at 56 days reduced by two-thirds compared with the control. A linear relationship exists between the 56-day shrinkage and FA content. Increasing the admixture content beyond a certain level leads to a reduction in strength and increase in absorption. The correlation between strength and absorption indicates that there is a sharp decrease in strength as absorption increases from 1 to 2%. After 2% absorption, the strength reduces at a much slower rate. Reference [15] studied the effect of coarse aggregate gradation on the properties of SCC. Four SCC mixtures with A/B (size 5–10 mm coarse aggregate weight/size 1020 mm coarse aggregate weight) ratios 4/6, 5/5, 6/4, and 7/3 were prepared; the bulk density of aggregates with various A/B ratios was investigated. The effectiveness of various types of coarse aggregates on fresh and hardened properties of SCC was investigated [16]. Five different coarse aggregate types such as basalt, marble, dolomite, limestone, and sand stone were used to produce SCC containing fly ash. The water-to-binder ratio was maintained at 0.33 for all mixtures. The objective of this paper is to study the effect of utilizing recycled coarse aggregate as partial replacement for natural coarse aggregate on the properties of SCC in fresh and hardened states. Reference [17] presents information regarding development, properties, and advantages and disadvantages of using high-strength self-consolidating concrete in the construction industry. It also presents results of a study recently completed for manufacturing economical high-strength self-consolidating concrete containing high volumes of fly ash. In this study, Portland cement was replaced by Class C fly ash in the range of 35–55% by the mass of cement. The results of fresh and hardened properties of concrete show that the use of high volumes of Class C fly ash in self-consolidating concrete reduces the requirements for superplasticizer (HRWRA) and viscosity modifying agent (VMA) compared with the normal dosage for such admixtures in self-consolidating concrete. The results further indicate that economical self-consolidating concrete with 28-day strengths up to 62 MPa can be made using high volumes of fly ash. Such concretes can be used for a wide range of applications from cast-in-place to precast concrete construction.

2. Materials

All the materials used for this study were obtained locally. Ordinary Portland cement (53 grades) was used for this experimental investigation. Cement was partially replaced with Class C fly ash obtained from Tuticorin Thermal Power Station, Tamil Nadu, India. The purpose of using high volumes of fly ash in SCC is to obtain improved workability properties. Previous studies show that the use of mineral admixtures such as fly ash could increase the slump of the concrete mixture without increasing its cost and also it improves the rheological properties and reduces the cracking potential of concrete. Locally available sand with 4.75 mm maximum size was used as fine aggregate and crushed stone with 12–20 mm size was used as coarse aggregate. Coarse aggregates were partially replaced with brick bats. Recycled aggregates were obtained from a demolished residential building in the adjacent locality, were treated as construction waste, and were crushed to obtain suitable sizes for being used in SCC. The broken brick bat passing through 20 mm IS sieve was used. Potable water, that is, water free from impurities, was used for the mixes. Steel fibers of aspect ratio 75 were added in suitable proportion to SCC. High performance polycarboxylate-based superplasticizer was used to achieve good workability. A low water-to-cement ratio (w/c) of mortar and concrete was adopted to achieve improved strength and durability. The use of superplasticizer allows reducing w/c of mortar and concrete. The high flow ability is achieved by using superplasticizer, while stability against segregation is achieved either by using a large quantity of fine materials or by using appropriate viscosity modifying agent (VMA) [18–22]. All preliminary tests on materials were conducted and the results have been presented. The properties of 53-grade OPC have been given in Table 1. Figure 1 represents the particle size distribution curve of both fine aggregate and coarse aggregate. The chemical composition of Class C fly ash has been given in Table 2. The mix proportion adopted for the experimental investigation is given in Table 3 and the test results are given in Table 4.

Table 1: Results of test on cement.

Cement
Fineness m²/kg
Setting time (min)
Soundness (mm)
Compressive strength (N/mm²)

Initial (min)
Final (max)
Le Chatelier (mm)
7 days
28 days

OPC 53
228
30
600
9.2
36
53

Table 2: Chemical composition of Class C fly ash.

Chemical compound
Percentage

SiO
39.90

Al₂O₃
16.70

Fe₂O₃
5.80

CaO
24.30

MgO
4.60

SO₃
3.30

Na₂O and K₂O
1.30

Table 3: Mix proportion.

Sl. no.
Mix ID
Steel fibers %
Cement

(kg/m³)
Fly ash

(kg/m³)
Water

(1/m³)
Water to binder ratio
FA

(kg/m³)
CA

(kg/m³)
Brick bats

(kg/m³)
SP

(l/m³)

1
NSCC
—
315
135
256.5
0.57
919.00
649
—
9.5

2
BB-1
—
315
135
256.5
0.57
918.75
454.13
194.63
8

3
BB-2
—
315
135
256.5
0.57
918.75
389.25
259.50
8.5

4
BB-3
—
315
135
256.5
0.57
918.75
324.36
324.36
9.5

5
BBSF-1
0.5
315
135
256.5
0.57
918.75
454.13
194.63
8

6
BBSF-2
0.75
315
135
256.5
0.57
918.75
389.25
259.50
8.5

7
BBSF-3
1.0
315
135
256.5
0.57
918.75
324.36
324.36
9.5

FA: fine aggregate; CA: coarse aggregate; RA: recycled aggregate.

Table 4: Results of test conducted on concrete.

Mix ID
Compressive strength (N/mm²)
Flexural strength (N/mm²)
Split tensile strength (N/mm²)

7 days
14 days
28 days
7 days
14 days
28 days
7 days
14 days
28 days

NSCC
18.34
24.72
32.45
2.51
3.29
3.53
1.95
2.65
2.99

BB1
17.75
21.12
28.32
2.34
2.56
3.24
1.88
2.43
2.85

BB2
14.71
18.89
23.14
2.25
2.55
3.05
1.77
2.16
2.77

BB3
11.32
15.56
21.11
2.2
2.85
2.86
1.68
2.06
2.66

BBSF1
16.89
22.30
29.50
2.56
2.80
3.20
1.98
2.48
2.99

BBSF2
16.76
20.24
25.45
2.42
2.78
3.35
1.88
2.25
2.94

BBSF3
13.25
17.37
23.22
2.54
2.96
3.50
1.96
2.45
2.95

Figure 1: Particle size distribution of fine aggregate and coarse aggregate.

3. Mixture Proportion

Two series of SCC mixes were employed to study the fresh and hardened properties of SCC. The first series (BB1, BB2, and BB3) involved the partial replacement of CA with RA obtained by breaking down Class I bricks to a size of the range of 10–12 mm in three proportions of the order of 30%, 40%, and 50%, respectively. In the second series (SFBB1, SFBB2, and SFBB3) in addition to RA, steel fibers were added in the ratio of 0.5%, 0.75%, and 1%, respectively. The ideal proportion in both of the series including that of the control specimen was obtained as a result of repeated trials by suitably combining the FA and CA fractions so as to meet the requirements of SCC.

4. Experimental Analysis

Fresh state tests like slump flow, L-box, J-ring, and V-funnel tests were conducted. Cubes, beams, and cylinders were cast and tested for mechanical properties after 7 days, 14 days, and 28 days with adequate water curing. Hardened test on specimens was conducted to determine the compression strength, split tensile strength, and flexural strength. The following preliminary tests were conducted on the cement: fineness test, consistency test, initial setting time test, and final setting time test. Tests like sieve analysis test, specific gravity test, and bulk density test were conducted on fine aggregates (FA) as well as coarse aggregates (CA). Fresh state tests on SCC, like slump flow test, L-box test, V-funnel test, J-ring test, and so forth, were conducted. The slump flow test aims at investigating the filling ability of the SCC. It measures two parameters, flow spread and flow time. The former indicates the free unrestricted deformation and the latter indicates the rate of deformation within a defined flow distance. The L-box test as shown in Figure 2 aims at investigating the passing ability of SCC [23, 24]. The difference in level between the beginning and end of the box and the time required to reach the final configuration was measured.

Figure 2: L-box test.

The slump flow test as shown in Figure 3 is meant for determining the flow ability of SCC. The spread diameter is an indicator of the above said parameter. The J-ring test aims at investigating both the filling ability and passing ability of SCC. It can also be used to investigate the resistance of SCC to segregation by comparing test results from two different portions of the sample. The J-ring test measures three parameters: flow spread, flow time, and blocking step.

Figure 3: Slump flow test.

The J-ring test is represented in Figure 4. The J-ring flow spread indicates the restricted deformability of SCC due to blocking effect of reinforcement bars and flow time indicates the rate of deformationwithin adefined flow distance. The blocking step quantifies the effect of blocking. The V-funnel flow time is the period a defined volume of SCC needs to pass a narrow opening and gives an indication of the filling ability of SCC provided that blocking and/or segregation do not take place: the flow time of the V-funnel test is to some degree related to plastic viscosity [25, 26].

Figure 4: J-ring test.

5. Results and Discussion

From the detailed study and analysis of the experimental test results obtained by conducting fresh state tests like slump flow test, L-box test, V-funnel test, J-ring test, and so forth, it is evident that the slump flow diameter decreased with the increase in the replacement proportion of RA but the slump flow diameter was well in the range of SCC requirement (650 mm–800 mm). There was a further more reduction in slump flow diameter due to the addition of steel fibres but the flow values were quite in range. The L-box test, V-funnel test, and J-ring test results as given in Table 5 reveal acceptable values of passing ability and filling ability.

Table 5: Results of fresh state tests on SCC.

Mixture
Slump flow
J-ring

(mm)
L-box

(mm)
V-funnel

(Sec)

(mm)
(Sec)

NSCC
740
2
7.3
1.0
8.31

BB1
731
2.18
7.5
0.95
8.96

BB2
727
2.95
7.9
0.91
9.13

BB3
723
3.05
8.3
0.89
9.47

SFBB1
721
3.61
8.8
0.86
10.22

SFBB2
716
3.85
9.4
0.84
10.89

SFBB3
704
4.09
9.8
0.83
11.07

Flexural strength test, split tensile strength test, and compressive strength test results are represented in Figures 5, 6, and 7. The use of RA resulted in reduced flexural strength, split tensile strength, and compressive strength.

Figure 5: Comparison of the compressive strength.

Figure 6: Comparison of the flexural strength.

Figure 7: Comparison of the split tensile strength.

However, the addition of steel fibers resulted in increase in the flexural strength and split tensile strength.

It was found that the addition of 30% brick bats and 1% steel fiber yielded a compressive strength of 30.11 N/mm² and the corresponding mixture proportions were considered as the ideal mix proportion. Moreover, the addition of steel fibers reduced the crack width considerably. Also it was observed that due to adequate curing the problem of cracks due to shrinkage was totally eliminated. It was observed that all the constituent materials were spread uniformly in the concrete matrix including the steel fibers.

6. Conclusions

The recycled aggregates show higher water absorption compared with conventional normal aggregates and have low specific gravity. The test result indicates that in 28-day test SCC achieves required compression strength at 30% replacement with recycled aggregates. The 28-day flexural strength of SCC obtained from experimental investigation is less in all the replacement ratios of recycled aggregates. The test result indicates that the compressive, flexural, and split tensile strengths of SCC decrease with the increase in the amount of recycled aggregates. The investigation gives scope for further testing of concrete elements like beams, columns, beam column joints, and other structural elements using the ideal mixture proportion obtained from this experimental investigation.

Conflict of Interests

The authors declare that there is no conflict of interests regarding the publishing of this paper.

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