Extensive growth in the developing countries due to infrastructure development is resulting into massive consumption of concrete thereby increasing the demand on concrete materials. Quite large amounts of fine aggregates are required for concrete in developing countries thus shortages of quality river sand is putting pressure on availability of fine aggregates. To fulfill the high demand of fine aggregates, a search for alternative materials is in process. Stone crushing and processing industry is a large industry which generates large amounts of stone dust and slurry which is a waste produced from this process. Tons of such waste generated has no useful purpose except as landfill material. Some preliminary studies have been conducted into use of marble/ limestone waste for use in concrete
[1]
[2]
. This study aims at using stone dust as partial replacement of sand in concrete to observe its effects on workability and other mechanical properties. This would result in useful consumption of this waste product thereby eliminating environmental issues related to its disposal. Partial replacement of 10% and 20% sand replacement with stone dust is carried out with the use of self-compacting concrete with blended cement. Blended cement used contains 50% rice husk ash and 50% Portland cement. Such high strength SCC with blended cement containing 50% rice husk ash and 50% Portland cement has already been tested to provide better quality concrete
[3]
. Wide ranging investigations covering most aspects of mechanical behavior and permeability were carried out for various mixes for compressive strengths of 60 MPa & 80 MPa. Compressive strengths of high strength SCC with blended cements and 10% and 20% replacement of sand with stone dust for 60 MPa and 80 MPa were observed to be higher by about 10% to 13% than the control specimen. Higher elastic moduli and reduced permeability were observed along with better sulphate and acid resistance. Better strengths and improved durability of such high strength SCC make it a more acceptable material for major construction projects thereby reducing the burden on environment and use of such waste product for a useful purpose promoting sustainable construction.
Blended Cements Stone Dust Rice Husk Ash Sustainable Construction Industrial Waste Agricultural Waste in Concrete1. Introduction
Self-compacting concrete (SCC) is fresh concrete with superior flow ability under maintained stability (i.e. no segregation), allowing self-compaction. The three properties that characterize a concrete as self-compacting are flowing ability, passing ability and the ability to retain the coarse components of the mix in suspension in order to maintain a homogeneous material. High powder contents are needed in SCC to increase the cohesiveness. Large quantities of fine aggregates are required for concrete. Large consumption of concrete in the infrastructure development in the developing countries due to extensive growth has raised the demand on concrete materials. Huge demand of fine aggregates is resulting into shortages of quality river sand and is putting pressure on availability of fine aggregates. To fulfill the high demand of fine aggregates, various alternative materials are being considered as sand replacement materials. Huge amounts of stone dust and slurry is created as a waste product by the stone crushing and processing industry. Tons of such waste generated has no useful purpose except as landfill material. Stone dust has a very high Blaine fineness value of about 1.5 m2/g with 90% of particles passing 50 μm sieves and 50% under 7 μm. Stone dust improves pozzolanic activity in concrete along with filling voids by better packing and improves concrete durability. The fineness modulus of rock dust is in the range of 2 to 2.2 as compared to 2.4 to 2.6 for fine sand. This study aims at using stone dust as partial replacement of sand in concrete to study its effects on workability and other mechanical properties of concrete. This would result in useful consumption of this waste product thereby eliminating environmental issues related to its disposal.
Partial replacement of 10% and 20% sand replacement with stone dust is carried out to study with the use of blended cement containing 50% rice husk ash and 50% Portland cement. High strength SCC with blended cement containing 50% rice husk ash and 50% Portland cement has already been tested to provide better quality concrete [3] - [10] . Wide ranging investigations covering most aspects of mechanical behavior and permeability were carried out for various mixes for compressive strengths of 60 MPa, 80 MPa. Compressive strengths of high strength SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to develop 10% to 13% higher compressive strengths, 7% to 9% higher flexural strength, 5% to 8% higher static moduli of elasticity with values up to 40,000 N/mm2. Similarly 4% to 6% higher values for dynamic moduli for SCC with blended cement and containing 10% and 20% sand replacement with stone dust were observed with 4% to 8% higher pulse velocities, 3% to 4% higher density, up to 20% reduced permeability, similar shrinkage and two to three times improved sulphate and acid resistance as compared to control specimen. Better strengths and improved durability of such high strength SCC make it a more acceptable material for major construction projects
2. Research Significance
The significance of this research is to investigate the possible use of an abundantly available agricultural waste product i.e. stone dust in high strength SCC and to study the properties of such concrete.
3. Design of Concrete Mixes
In order to establish a procedure for mix design a linear projection of compressive strength versus w/c ratio from Design of Normal Concrete Mixes method was considered initially beyond the limiting w/c ratio of 0.3 as given by Teychenne [11] . An initial estimate of density was made and later adjusted in the light of values actually obtained. Two high strength SCC mixes for characteristic strengths of 60 and 80 MPa were designed using ordinary blended cement containing 50% ordinary Portland cement and 50% rice husk ash were used in addition to crushed natural calcareous limestone aggregates (maximum 20 mm diameter) and medium grade sand for the control mix. Two other mixes each for compressive strengths of 60 and 80 MPa were termed Mix A and Mix B comprising of 10% replacement of medium sand with stone dust and 20% replacement of medium sand with stone dust, respectively were used for testing. Stone dust used was 100% passing 50 µm with a fineness modulus of 2.2 and specific gravity of 2.8. Table 1 gives the details of basic mix design.
4. Testing of Concrete
Description of tests and samples used for various tests are given below in Table 2. Three specimen each from three different batches were used in all tests. All specimens were cured in water at 20˚C for 28 days before testing.
5. Discussion of Test Results
The properties of the high performance concretes produced are summarized in Tables 3-5.
5.1. Workability
SCC with blended cement and containing 10% and 20% sand replacement with stone dust were observed to be 4% to 6% higher than the control mixes thereby improving the workability of concrete due to partial replacement of stone dust
Basic mix design
Characteristic Strength MPa
W/C Ratio
Cement kg
Sand kg
Water kg
Aggregate kg
Super Plasticizer l/m3
VMA %
60
0.36
465
525
164
1290
4 6
0.04
80
0.29
565
495
165
1210
7
0.06
Details of testing
Type of Test
Test Sample
Compressive strength/density
150 mm cubes, 150 mm diameter, 300 mm long cylinders
Flexural strength
150 × 150 × 750 mm beams
Stress/strain behavior
150 mm diameter, 300 mm long cylinders.
Static modulus of elasticity
150 mm diameter, 300 mm long cylinders.
Dynamic modulus of elasticity
150 × 150 × 750 mm beams.
Ultrasonic pulse velocity
150 mm cubes.
Initial surface absorption
150 mm cubes.
Density
150 mm cubes
Sulphate and Chloride resistance
150 mm cubes.(Immersed in 5% H2SO4 and 5% HCl solutions for 90 days and measuring weight loss)
Note: All specimen were cured in water at 200˚C for 42 days before testing.
Workability of concrete
W/C Ratio
Concrete mix
Slump in mm
0.36 60 MPa
Control
590
Mix A
630
Mix B
635
0.29 80 MPa
Control
610
Mix A
624
Mix B
635
Note: Control―100% Medium Sand; Mix A―10% Replacement of sand with stone dust; Mix B―20% Replacement of sand with stone dust.
Properties of concrete specimen
W/C Ratio
Mixes
Cube Strength 7 Days MPa
Cube Strength 28 Days MPa
Cube Strength 42 Days MPa
Cylinder Strength MPa
Flexural Strength MPa
0.36 60 MPa
Control
47
59
64
53.5
6.6
Mix A
54
66
70
58
7.2
Mix B
56
68
73
60
7.7
0.29 80 MPa
Control
64
81
84
71
8.2
Mix A
72
84
87
74
9.3
Mix B
74
87
90
76
9.8
Properties of concrete specimen
W/C Ratio
Mixes
ISAT ml/m2/s
Elastic Modulus N/mm2
Dynamic Modulus N/mm2
Pulse Velocity km/s
0.36 60 MPa
Control
0.21
35,811
55,189
4.9
Mix A
0.18
37,916
56,231
5.1
Mix B
0.15
39,324
57,219
5.2
0.29 80 MPa
Control
0.19
36,198
56,561
5.2
Mix A
0.14
38,232
57,952
5.4
Mix B
0.11
40,461
58,792
5.6
with sand. Table 3 gives the slump measurements for various mixes.
5.2. Compressive Strength
Compressive strength tests on cubes at 7, 28 and 42 days showed that the rate of development of strength of SCC with blended cement and containing 10% and 20% sand replacement with stone dust is similar to that for control specimen. The compressive strengths of SCC with blended cement and containing 10% and 20% sand replaced with stone dust is higher from 10% to 13% as compared to control mix. It was observed that compressive strengths kept increasing up to 42 days, as due to low w/c ratios, water is required from external sources for hydration of cement [12] . SCC with blended cement and containing 10% and 20% sand replacement with stone dust was observed to develop 80% to 85% of its 28-day characteristic strength in 7 days. Ratio of cylinder strength with cube strength for SCC with blended cement and containing 10% and 20% sand replacement with stone dust varies from 87% to 90% typically similar to control mixes. Failure of specimen of SCC with blended cement and containing 10% and 20% sand replacement with stone dust tends to be sudden and explosive, typical of high strength concretes as mentioned by Navy [13] . Sudden failure is likely to cause damage or injury hence a loading rate of 0.15 to 0.2 N/mm2/s was observed to be safe enough as compared to 0.2 to 0.4 N/mm2 specified by BS1881:Part 116:1983. Compressive strength test results for various specimen are given in Table 4.
5.3. Flexural Strength
Flexural strength of SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to be higher by 7% to 9% as compared to control specimen. Better flexural strengths are a consequence of higher compressive strength and increased density of concrete with blended cement and containing 10% and 20% sand replacement with stone dust. Flexural strength of various specimen is given in Table 4.
5.4. Stress/Strain Behavior
It was observed that the general form of the stress/strain characteristics of SCC
Idealised stress―strain curves
with blended cement and containing 10% and 20% sand replacement with stone dust are observed similar to that for control specimen. All the curves were observed to be virtually linear up to the point of failure, except for the initial small portion, typical of high strength concretes. Higher moduli of elasticity were observed for SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed as compared to similar concrete with Portland cement only. Figure 1 shows the idealized stress-strain behavior of test samples.
5.5. Static Modulus of Elasticity
The average static modulus of elasticity for high strength SCC with blended cement and containing 10% and 20% sand replaced with stone dust are observed to be about 5% to 8% higher than the control specimen. Static modulus of elasticity was observed to be around 38,000 to 40,000 N/mm2 for SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to be 36,000 N/mm2 for control mixes. Table 5 gives the values of static moduli of elasticity of various specimen.
5.6. Dynamic Modulus of Elasticity
The average dynamic modulus of elasticity for SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to be the higher by about 4% to 5% than the control. Table 5 gives the values of dynamic moduli of elasticity of various specimen.
5.7. Ultrasonic Pulse Velocity
Average pulse velocity across concrete with specimen containing 10% and 20% sand replaced with limestone dust was observed to be 5.2 and 5.4 km/s respectively as compared to an average velocity of around 4.8 km/s for control mixes. Hence ultrasonic pulse velocity in the case of concrete with 10% and 20% sand replaced with limestone dust was observed to be 10% to 12% higher than the control mixes. Higher pulse velocities are certainly due to better quality, higher density and reduced voids in the high strength concretes containing partial replacement of limestone dust with sand, as compared to the control mixes. The ultrasonic pulse velocities observed for different concretes are given in Table 3.
5.8. Density of Hardened Concrete
The average saturated and oven-dried densities for SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to be 2589 and 2461 kg/m3 respectively, as compared to control mixes which were 2460 and 2397 kg/m3, respectively. Hence the saturated and dry densities of SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to be about 3% to 4% higher than the control mixes. It is due to better hydration and packing of finer materials in SCC with blended cement and containing 10% and 20% sand replacement with stone dust. In the presence of higher content of cementitious material and the low w/c ratios, most of the unhydrated cementitious material acts as filler to densify the concrete, whilst the hydration process continues over longer duration.
5.9. Initial Surface Absorption (ISAT)
Results of ISAT are given in Table 5. Initial surface absorption for SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to be lower as compared to the control. Reduction of surface absorption up to 20% was observed. The values are compared with the guidelines given by the Concrete Society Technical Report # 31 [12] .
5.10. Sulphate and Chloride Resistance
Loss of weight when specimen were subjected to HCL solution was observed to be 8% for control mix as compared to 3% to 3-1/2% for SCC with blended cement and containing 10% and 20% sand replacement with stone dust. Similarly for H2SO4 solution, the weight loss for control was 6% as compared to 2% for 20% replacement of sand with stone dust. Therefore, the performance of SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to be two to three times better in acidic environment and around three times better in sulphate environment as compared to control mixes.
5.11. Shrinkage
Shrinkage of all specimen was observed to be similar for almost all specimen. No appreciable difference in shrinkage of specimen cast from SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed as compared to control mixes over a period of 90 days.
6. Conclusion
Concrete with stone dust induced higher workability thereby satisfying the self- compacting concrete performance with higher slump flows. Due to the pozzolanic and filling effects of the rock dust, there is more cementitious material formed with a dense structure with highly impermeable concrete formed through pore refinement and reduced sorptivity. SCC with blended cement and containing 10% and 20% sand replacement with stone dust can be designed for compressive strengths of 60 & 80 MPa like high strength concrete with ordinary Portland blended cement. SCC with blended cement and containing 10% and 20% sand replacement with stone dust are observed to develop 10% to 13% higher compressive strengths, 7% to 9% higher flexural strength, 5% to 8% higher static moduli of elasticity with values up to 40,000 N/mm2, similarly higher values for dynamic moduli with about 4% to 5%, about 4% to 8% higher pulse velocities, 3% to 4% higher density, up to 20% reduced permeability, similar shrinkage and two to three times improved sulphate and acid resistance as compared to control specimen were observed. Better strengths and improved durability of such SCC with blended cement and containing 10% and 20% sand replacement with stone dust is likely to make it a more acceptable material for major construction projects. Sulphate resistance of concrete containing stone dust is better than that of control specimen. This is due to the active SiO2 (almost 60% - 75%) in rock dust react with the Ca (OH)2 in concrete to form secondary calcium silicate hydrate and make it chemically stable and structurally dense thereby enhancing the impermeability of concrete. High Strength SCC with partial replacement of sand with stone dust will also help in consuming large volumes of this industrial waste thereby reducing its disposal problems along with resulting into cheaper cements with stronger and durable characteristics.
Cite this paper
Kibriya, T. and Tahir, L. (2017) Sustainable Construction― Use of Stone Dust as Plasticiser in High Strength SCC with Blended Cement. World Journal of Engineering and Technology, 5, 412-420. https://doi.org/10.4236/wjet.2017.53035
ReferencesFelix Kala T. ,et al. (2013)Effect of Granite Powder on Strength Properties of Concrete International Journal of Engineering and Science 2, 36-50.Hameed, M.S. and Sekar, A.S.S. (2009) Properties of Green Concrete Containing Quarry Rock Dust and Marble Sludge Powder as Fine Aggregate. ARPN Journal of Engineering and Applied Sciences, 4, 83-89.Kibriya, T. (2006) Performance of Blended Cement in High Strength Self Compacting Concrete. ASCE Structures Congress 2006, Joint ASCE/SEI Conference, 18-20 May 2006, St Louis, Missouri, 1-7.Goodier, C.I. (2003) Development of Self Compacting Concrete. Proceedings of the Institution of Civil Engineers Structures & Buildings, 156, 405-414.
https://doi.org/10.1680/stbu.2003.156.4.405Khayat, K.H. and Guizani, H. (1997) Use of Viscosity-Modifying Admixtures to Enhance Stability of Fluid Concretes. ACI Materials Journal, 94, 332-340.Collepardi, M, Ogoumah, J.J., Olagot, Skarp, U. and Troli, R. (2002) Influence of Amorphous Colloidal Silica on the Properties of Self Compacting Concretes. Proceedings of the International Conference “Challenges in Concrete Construction— Innovations and Developments in Concrete Materials and Construction”, Dundee, 9-11 September 2002, 473-483.Loo, Y.C., Nimityongskul, P. and Karasudhi, P. (1984) Economical Rice Husk Ash Concrete. CIB Journal, August, 1512-1517.Kibriya, T. and Baig, N. (2005) High Performance Concrete with Blended Cements Using Agrowastes. Proceedings of McMat 2005, Joint ASCE/ASME/SES Conference on Mechanics and Materials, Baton Rouge, Louisiana, 1-3 June 2005, 112-1-5.Kibriya, T. and Khan, S. (2005) High Performance Concrete Pavements Using Agrowaste Blended Cement. Proceedings of McMat 2005, Joint ASCE/ASME/SES Conference on Mechanics and Materials, Baton Rouge, Louisiana, 1-3 June 2005, 60-1-4.Kibriya, T. and Khan, S. (2005) Performance of Ecologically Friendly Waste in High Strength Concrete. IV Regional Conference on Civil Engineering Technology, Joint ASCE/ESIE Conference, 7-9 June 2005, Cairo, 1-4.Teychenne, D.C, Franklin, R.E. and Erntroy, H.C. (1988) Design of Normal Concrete Mixes, (Replacement to Road Note.4), Department of Environment—Transport and Road Research Laboratory, London.ACI Compilation # 32, High Performance Concrete.Nawy, E.G. (1996) Fundamentals of High Strength High Performance Concrete. Longman.