Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete

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1 Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete Murtada Khalid A. Osman 1 and Osama Mohammed Ahmed Daoud 2 1 Post Graduate student, Building and Roads Research Institute (BRRI), University of Khartoum 2 Assistant Professor, Head of Building Materials and Structures, Building and Roads Research Institute (BRRI), University of Khartoum Abstract Experimental studies done on the effect of Dolomite Quarry dust as partial replacement of Sand on powder type - Self Compacting Concrete. The quarry dust is a by-product of blasting and quarrying activities of aggregate quarry of QARGADA Mountain in the Blue Nile State, Sudan. The rock powder contained about 55% fines less than 0.15 mm. The main components were calcium magnesium carbonate contaminated with high amount of amorphous silica. Crushed aggregates with max size of 20 mm and natural sand were used. The total powder comprised of cement and 25 % Type F fly ash. The Quarry dust replaced the fine aggregate by zero, 6%, 12%, 18% and 24% of the total sand content. The flowability, passing ability were minimally affected. However; Viscosity and static and segregation of SCCs were affected. The static segregation increased as the quarry dust increased. The Static segregation negatively affected when the sand was replaced by more than 18% by these stone powders (sand-powder ratio less than 1.0). When the sand content was decreased by 6%, 12%, and 18% of the total sand, the sand powder ratio decreased from 1.4 up to 1.0. Spilt tensile strength and elastic modulus of concrete were significantly affected as so as the compressive and flexural strength. The compressive strength was increased when the dolomite stone dust incorporated as replacement of fine aggregates by 12 percent of the total sand content (1.1 sand powder-ratio). However, when the sand content decreased by more than 12 percent, the compressive strength was decreased. The Spilt Tensile and the flexural strength were affected similarly. The elastic modulus of concrete was beneficially affected when the sand-powder ratio decreased from 1.4 to 0.9. The Young s modulus of elasticity of SCC positively increased from GPa to 42.0 GPa. Therefore, the actual sand ratio to the total aggregate shall be kept near to 0.5 or fine-coarse aggregate ratios greater than 0.82 without incorporating the finer particle in stone dust depending on the particle size distribution of both fine and coarse aggregate.

2 2 M.K.A. Osman and O.M.A.Daoud Keywords: Self Compacting Concrete, Sand-Powder Ratio, Dolomite Quarry dust. Introduction Self Compacting or Consolidating Concrete (SCC) is a highly flowable, nonsegregating concrete that spreads into place, fills formwork, and encapsulates even the most congested reinforcement, all without any mechanical vibration. The concrete homogeneous and has the same engineering properties and durability as traditional vibrated concrete. The fresh rheological characteristics, strength and durability of SCC can be improved with the addition of powders which can be separated into two groups as inert or pozzolanic. The usage amount and the type of cementitious or inert powders depend on the physical and chemical properties of these powders which affect the performance of fresh paste such as particle shape, surface texture, surface porosity and rate of superplasticizer adsorption, surface energy (zeta potential), finest fraction content, Blaine fineness and particle size distribution. Alternative materials as aggregates in concrete, numerous types of by-product such as recycled concrete aggregate, quarry dust, fly ash and slag, as well as several types of manufactured aggregates have been studied by many researchers [1] [9]. Other additions originating from industrial waste materials are being tested for use as filler in SCC, such as granite filler or marble dust. Such use of industrial byproducts in SCC can provide economic benefits and prevent environmental pollution [2]. Literature Review Several researchers investigated the incorporation of quarry dust as partial replacement material to sand in concrete or SCC. For nornal vibrated concrete, Ahmed et al investigated the influence of very fine sand less than 75 micron or passing No. 200 sieve, from natural and crushed stone sources, on the performance of fresh and hardened concrete [3, 4]. Tests were conducted on two series of concrete mixes. One series (Series A) consisted of mixes having a constant slump of 100 ± 15 mm and the other series (Series B) contained mixes with a watercement ratio of The very fine sand passing No. 200 sieve was removed by sieving over a No. 200 sieve. In Series A (constant slump) tests showed that the compressive strength of constant-slump concrete decreases linearly with increasing percentage of fines. The flexural and bond strengths were also affected similarly. Series B tests (concrete with constant water-cement ratio) showed that incorporation of fines in concrete resulted in significant reduction in slump. The compressive strength of crushed

3 Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete 3 stone sand concrete indicated an increase in strength by the incorporation of fines. However, the compressive strength of concrete using natural sand was not affected significantly by the incorporation of fines. Malhotra et al also studied the problem of incorporation of limestone dust as partial replacement for sand in concrete. The results of the tests, conducted by the authors, were almost the same as given by Ahmed et al. The results indicated that at watercement ratios of 0.53 and 0.70, compressive strength of concrete incorporating 15% and 20% limestone dust were higher than that of the concrete with no fines. Authors suggest two reasons for the increase in strength, although no experiments were performed to confirm these observations [7, 4]. Due to the filler effect of the dust, air content of the concrete mix was reduced, thus increasing the density of the mix and the strength. Factors such as the accelerated hydration of cement paste and the formation of carbo-aluminates contribute to an increase in strength. Hanifi Binici et al [5] found that the compressive strengths of concrete increases with increasing of percentage of marble dust additions of seven concrete mixtures were produced in three series with control concrete. These control mixes were modified to 5, 10 and 15% of Marble Dust and Limestone Dust in place of fine sand aggregate. Same to Ilangovana et al [6] of that the strength of Quarry Rock Dust concrete is comparatively 10 to12 percent more than that of similar mix of Conventional Concrete and provided a strong support for the use of Quarry Rock Dust as fine aggregate in Concrete Manufacturing. However, several researchers found that the incorporation of quarry dust as partial replacement material to sand in concrete resulted in a reduction in the compressive strength, and this was more evident when the replacement proportion was increased [10]. In SCC, Tarun R. Naik et al [13] studied the use of quarry fines for partial replacement of sand. For evaluating the effect of quarry fines in SCC, 35% replacement of cement with fly ash was selected as the reference Mixture 18 for this series of mixtures. Limestone-quarry fines were used to replace 10%, 20%, 30%, 40%, and 50% of the sand used in reference SCC by mass. w/c ratio of 0.35 was used. A proprietary copolymer HRWRA that complies with the requirements of ASTM C 494 for Type F, High Range Water Reducing Admixture (HRWRA), and Viscosity-Modifying Admixture (VMA) were used. Tarun R. Naik et al found that, regardless of the replacement level of sand with quarry fines, the requirement of VMA remained approximately the same as the reference probably because the quarry fine is angular and finer material replacing rounded and coarser natural sand. However, the requirement of HRWRA decreased gradually as the replacement level of sand with quarry fines increased.

4 4 M.K.A. Osman and O.M.A.Daoud Tarun R. Naik et al reported that when sand was replaced with limestone quarry fines, compressive strength generally increased but sometimes decreased to some extent. Overall, the 3-day and 7-day strengths were higher, and the 28-day strength was lower compared with Reference. Replacing sand with 30% quarry fines has highest 28-day strength. The 28-day strength of concrete made with partial replacement of cement with Class C fly ash combined with partial replacement sand with quarry fines, was equivalent to that of the Control Mixture 15R made without Class C fly ash or quarry fines. M. Shahul Hameed and A. S. S. Sekar investigated the properties of green Self Compacting Concrete containing quarry rock dust and marble sludge powder as fine aggregate [8]. The fineness module of marble sludge powder and quarry rock dust were compare with that fine sand of 2.2 to 2.6 with coefficient of gradation from 1 to 3 achieving requirement of fine sand coefficient of grading less than 6. Marble sludge powder was obtained in wet form directly taken from deposits of marble factories and dried before the preparation of sample and sieved from 1 mm. Mix A is the controlled concrete using river sand and Mix B is the green concrete using industrial waste (50% quarry rock dust and 50% marble sludge powder) as fine aggregate. The water/cement ratio for both two mixes was 0.55% by weight. Water reducing admixture was used to improve the workability and its dose was fixed as 250 ml/50kg of cement. A superplasticizer based on refined lingo Sulphonates, was used to get and preserve the designed workability. Mix proportion (by weight) use in the mixes of conventional concrete and green concrete were fixed as 1:1.81:2.04, 1:1.73:2.04 after several trials. Hameed and Sekar [8] reported that Green Concrete induced higher workability and it satisfies the self-compacting concrete performance. The Slumpflow increased with increasing of marble sludge powder content, but the V-funnel time decreased. The results showed that, the 7days and 28 days compressive strength of green concrete are about 6.5% and 9.5% higher than controlled concrete respectively. Similarly, the 7days and 28days of split tensile strength are and 18.66% higher than controlled concrete respectively. However, the 3days compressive and split tensile strengths of green concrete were lower by 12.36% and 10.41% respectively when compared with control concrete. J. K. Su et al [14] studied the effect of sand ratio on the elastic modulus of selfcompacting concrete. Self Compacting Concretes with various S/A ratios (fine aggregate volume/total aggregate volume) were cast and tested. Slump flow test, slump test, and box test were carried out to evaluate concrete flowability. Cement paste were made of cement (specific gravity: 3.15), slag (specific gravity: 2.2), fly ash (specific gravity: 1.66), and water. Superplasticizer was adjusted to keep required slump and slump flow. Natural sand (specific gravity: 2.63) was used as fine aggregate and crushed limestone (specific gravity: 2.60) with a

5 Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete 5 maximum size of 10 mm was used as coarse aggregate. Six different S/A ratios (S/A = 0.3, 0.4, 0.45, 0.475, 0.5, 0.525, and 0.55) were considered in the mix proportions. The aggregate volume fraction was 0.6 for all mixes. The water/binder ratio was 0.4. J. K. Su et al found that, the flowability of SCC and the filling height increase with an increase in S/A ratio. When S/A is higher than 0.475, the concrete can pass the box test. And the filling height and slump flow increase with an increase in the S/A ratio. J. K. Su et al suggested that Particle packing characteristics play a significant role on the concrete flowability. According to the test results, J. K. Su et al suggested that the S/A ratio (fine aggregate volume/total aggregate volume) for SCC is to be From the experimental results, the elastic modulus of concrete is not significantly affected when the S/A ratio increases. When (elastic modulus of fine aggregate) is 2 times of (elastic modulus of coarse aggregate), the elastic modulus of concrete increases from GPa to Gpa when the S/A ratio increases from 30% to 47.5%. When Efa is half of Eca, the elastic modulus of concrete decreases from Gpa to Gpa when the S/A ratio increases from 30% to 47.5%. J. K. Su et al found that elastic modulus of concrete is influenced by the elastic properties and the volume fraction of aggregate. The elastic modulus of concrete is influenced mainly by the elastic properties of matrix, fine aggregate and coarse aggregate. However, when the elastic moduli of fine aggregate and coarse aggregate are not much different and the total volume of aggregate is constant, the elastic modulus of SCC is not significantly affected by S/A ratio. Experimental Program Powder type Self Compacting Concretes were prepared for this study with crushed aggregates and natural sand was used. Ordinary Portland Cement OPC was used for casting cubes according to ASTM C 150 [18], for all concrete mixes. Summary of the various tests conducted on cement are as under given below in Table 1. Table 1. The physical properties of cement Consistency of standard paste 29.25% Setting time Initial setting time 2:20 Final setting time 4:00 Compressive strength 2 Days 23 Mpa 28 Days 48 Mpa The coarse aggregates used in SCC mixes, was crushed basalt obtained from TORYIA Mountain in Khartoum State, with maximum size of 20 mm. Crushed

6 6 M.K.A. Osman and O.M.A.Daoud and natural coarse sand used as fine aggregates. The results of various tests conducted on the coarse and fine aggregates according to ASTM C 136 [17], ASTM C 128 [16], ASTM C 117 [15], ASTM C 33 [22], British Standard BS 812: Section 103.2: 1989 [29], BS 812: Part 101: 1984 [30], and BS 812: Part 2: 1995 [31] are given below: Table 2. Physical Properties of Coarse Aggregates Characteristics Blended 5~10 10~20 Type Crushed Crushed Crushed Specific Gravity Total Water Absorption Fineness Modulus Loose Density (kg/m³) Rod Density (kg/m³) Figure 1. Particle Size Distribution (PSD) of Blended Aggregates Figure 2. Particle Size Distribution (PSD) of Natural Sand Type F Fly ash was used according to ASTM C 618 [25]. Results of fly ash are shown in Table 3. The chemical compositions of Fly Ash is presented in Table. The X-ray diffraction showed that, Fly ash is contained a higher content of Sillimanite (Di-aluminum Silicate Oxide) (Al 2 SiO 5 ) and Silicon Oxide (Quartz).

7 Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete 7 Table 3. The characteristics of Fly Ash Strength Sampl e No. M.C % Density gm./cm 3 Differenc e of Initial Setting Time Finenes s % Soundnes s % Water Requiremen t % Activity Index % day day s s Table 4. The chemical composition of Fly Ash Ingredient CaO Sio2 Al 2O 3 Fe 2O 3 MgO SO3 K2O Na2O L.O.I. T.D.S Percent % N.D Figure 3. The Powder X-Ray Diffraction of Fly Ash The Quarry dust used in this study was a Dolomite-Marble Quarry Dust. It is a byproduct obtained directly from the crushing, blasting process during quarrying activities for marble aggregates quarry in the Blue Nile State. The Dolo-Marble Dust is white, angular, and very fine powder with an amounts of fine crushed sand. The particle distribution and chemical compositions of this material are shown in Figure 4. The chemical composition which was tested and the x-ray diffraction in Table 5 and Figure 3 respectively.

8 8 M.K.A. Osman and O.M.A.Daoud Figure 4. The Particle Size Distribution (PSD) of Quarry Dust Table 5. The chemical composition of the Marble Quarry Dust Ingredient CaO Sio2 Al 2O 3 Fe 2O 3 MgO SO3 K2O Na2O L.O.I. T.D.S Percent % N.D N.D N.D Figure 5. The Powder X-Ray Diffraction (XRD) of the Marble Powder A highly effective superplasticizer with a slight set retarding effect for producing free-flowing concrete in hot climates was used as substantial water reducer agent for promoting high early and ultimate strengths. It Complies with ASTM-C-494 Type G as a high range water reducing admixture with retarder. Sikament -R2004 is dark brown liquid based on modified Synthetic dispersion type instantly dispersible in water with density of Kg/l at20 C. The dosage will be between approximately 0.6% - 2.5% by weight of cement.

9 SP/P % FA/CA ratio Sand (kg/m 3 ) Coarse aggreg. (kg/m 3 ) Sand-Powder ratio W/P ratio Water (kg/m 3 ) Powder Content (kg/m 3 ) Marble Dust (kg/m 3 ) Fly Ash (kg/m 3 ) Cement (kg/m 3 ) Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete 9 The Trails were carried out to establish the correct dosage required for SCC mixtures. Sikament -R2004added directly to the mixing water prior to its addition to the aggregates or separately to the fresh mixes. When Sikament -R2004 added separately to the fresh mixes, further mixing took place for at least one minute per cubic meter as the manufacturer s recommendations. A Certain amount of tests followed the development of SCC mix to ensure the highest level of control. The mixture developed was tested for the target fresh properties. If the properties were not achieved, adjustments to the mixture proportions were made. If the fresh target achieved, then testing for the mixing robustness and for the required hardened properties was conducted. An experimental study was undertaken to investigate some properties of quarry dust and discussed those properties in order to use the quarry dust as partial replacement for sand in Self Compacting Concrete (SCC). The Dolo-Marble rock dust was used as partially replacement material to sand in SCC. The Marble Dust contained about 55% powder material finer than 0.15 m. This percent of fine powder will increase the powder content in Self Compacting Concrete which affected the sand-powder ratio. The influence of partially replacement of fine aggregates with Dolo-Marble dust at varying percentages in the properties of fresh and hardened concrete was investigated. The Dolo-Marble Dust replaces the fine aggregates by 50, 100, 150, and 200 Kg, or 6%, 12%, 18%, 24% respectively of the total sand. The mix proportions is presented in Table 6. Table 6. Mix proportions for Utilization of Marble Quarry Dust as partial replacement of sand ID Cont. SCC

10 REMARK HRWRA (%) Segregation (%) Bj(mm) J-ring diameter (mm) T50J (sec) T50 min V-FUNNEL (sec) V-FUNNEL (sec) T50 (sec) SLUMP FLOW (mm) Sand-Powder ratio MIX ID 10 M.K.A. Osman and O.M.A.Daoud , 1.40* *In Q200, different dosages of Superplasticizer were used. Results and Discussion The investigation on properties of quarry dust and discussed those properties in order to use the quarry dust as partial replacement for sand in Self Compacting Concrete (SCC). The Dolo-Marble rock dust was used as partially replacement material to sand in SCC. The influence of partially replacement of fine aggregates with Dolo-Marble dust at varying percentages in the properties of fresh and hardened concrete was investigated. From Table 7 and Figure 6 It was found that, the all of the self compactability parameters especially the mix stability of SCC were adversely affected when the sand is replaced by more than 18% of these stone powders or less than 0.82 finecoarse aggregate ratios with actual sand ratio near to The SCC mixture after this percent is difficult to be controlled and more sensitive to the small change in constituent material especially the superplasticizer demand as 200. Table 7. The influence of partial replacement of fine aggregates with Dolo- Marble dust in the properties of fresh of Self Compacting Concrete Control SCC OK OK

11 Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete Too much Segregation OK OK Not OK, Trial mix was repeated Too Much segregation When 1.4% superplasticizer demand was used in 200, different selfcompactability results of unstable SCC mixture was recorded. High segregation with low Slumpflow and high retained amount of concrete in J-ring Test was measured. Then the trial was repeated with approximately superplasticizer dosage of 1.35%, and tested. Generally, the superplasticizer demand was decreased corresponding with the replacing of the fine aggregates as shown in Figure 6, while the Slumpflow also was slightly increased correspondingly until the Optimum replacement and then was insignificantly affected. The V-funnel time was also affected similarly. Figure 6. Superplasticizer demand against Percentage of replacement of Sand with Marble Quarry Dust When more very fine particles from the quarry rock duct were presented in SCC mixture instead of valley sand, the lubrication effect was increased. The stone dust has about 97% particles less than 1 mm and 55% powders less than 0.15 mm, whereas the silica river sand has about only 60% passing 1 mm and very small

12 12 M.K.A. Osman and O.M.A.Daoud amount passing 0.15 mm. Therefore, the workability was increased and the superplasticizer dosage was decreased accordingly. On the other hand, when very fine stone powder replaced the fine aggregates, the effect of Superplasticizing of mineral admixture increased and caused an increase in workability of SCC. The pores were filled by fine gains of stone dust with active amorphous silica substituting for water in the pores, the water layer in between is greater and it became free, then the fluidity of mix increased significantly. Thus, the dosage of superplasticizer demanded was decreased. It same to Tarun R. Naik et al [13]. However, In Tarun R. Naik et al studies the VMA required remain approximately constant because the quarry fine is angular and finer material replacing rounded and coarser natural sand to maintain the viscosity of SCC. Figure 7 shows that, the effect of sand-powder ratio on viscosity and static segregation of SCC. The static segregaration was affected according to the increase and decrease of viscosity of mix and sand-powder ratio.. Figure 8. Effect of Sand Powder ratio on Viscosity and Static segregation of SCC In order to study the effect of sand powder ratio or the fine aggregate/coarse aggregate ratio on the hardened properties of Self Compacting Concrete including the Young s Elastic Modulus using longitudinal resonant method [20], SCCs with various replacement of sand with Dolo-Marble dust were casted and tested. From Table 8 the elastic modulus of concrete was beneficially affected when the sand-powder ratio decreased from 1.4 to 0.9 with the small decreasing in the actual sand to total aggregate ratio, the elastic modulus of concrete increased from GPa to 42.0 GPa. The compressive strength increased when the dolomite stone dust incorporated as replacement of fine aggregates by 12 percent of the total sand content.

13 ID Sand-Powder ratio Sand / coarse aggregate ratio % Actual sand ratio % Water-Powder ratio Strength (MPa) E-Modulus (GPa) Splitting Tensile (MPa) Flexural Strength (MPa) Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete 13 Young s elastic modulus of SCC was influenced by the elastic properties and the volume fraction of aggregate. It was significantly influenced mainly by the elastic properties of matrix and fine aggregate (i.e. replacement of silica sand with dolomite quarry fines), beside the total volume of aggregate. When the sandpowder ratio decreased from 1.4 to 0.9, elastic moduli and the total volume of aggregate was decreased, the elastic modulus of SCC was significantly affected. It same to J. K. Su et al [14]. Table 8. Compressive Strength, Split Tensile, Flexural Strength, and Modulus of Elasticity of concrete for SCC incorporating Dolo-Marble dust as partially replacement of Sand Control SCC (1.35% SP) 200 (1.4% SP) However, when the sand content was decreased by more than 12 percent, the compressive strength decreased. The Spilt Tensile and the flexural strength were not significantly affected when the dolomite stone dust incorporated as replacement of fine aggregates. Conclusions Experimental studies conducted to investigate some properties of the same quarry dust in order to use the quarry dust as partial replacement for sand. The Dolo- Marble dust was contained only about 55% particles finer than 0.15 mm.

14 14 M.K.A. Osman and O.M.A.Daoud It was found that, the flowability, passing ability were minimally affected. However; Viscosity and static and segregation of SCCs were affected. The static segregation increased as the quarry dust increased. The Static segregation negatively affected when the sand was replaced by more than 18% by these stone powders (sand-powder ratio less than 1.0). The SCC mixture after this percent was difficult to control and it was more sensitive to small change in constituent materials especially the superplasticizer demand. The elastic modulus of concrete was beneficially affected when the fine/coarse aggregate decreased from 1.4 to 0.9. The elastic modulus of concrete positively increased from GPa to 42.0 GPa. The compressive strength was positively increased when the dolomite stone dust incorporated as replacement of fine aggregates by 12 percent of the total sand content (1.1 sand-powder ratio). However, when the sand content decreased by more than 12 percent, the compressive strength was decreased. The Spilt Tensile and the flexural strength were similarly affected. Numerous researches investigated the incorporation of different powders type with different fineness as partial replacement material to sand in concrete or SCC. These replacement illustrated as percent of sand only. However; the properties of SCC affects by content and type of powders significantly. When these replacements presented as sand-powder ratio can give well understanding of how much of content of sand to powder ratio influence the properties of on properties of SCC. References [1] Rafat Siddique, Effect of Fine Aggregate Replacement with Class F Fly Ash on The Mechanical Properties of Concrete, Cement and Concrete Research 33 (2003), Thapar Institute of Engineering and Technology, Civil engineering Dept, Deemed University, Patiala , India, 16 September 2002, p [2] Ilker Bekir Topçua, Turhan Bilira, and TayfunUygunog lu, Effect of Waste Marble Dust Content As Filler On Properties of Self-Compacting Concrete, Construction and Building Materials 23 (2009) [3] Ahmed, Ahmed E. and El-Kourd, Ahmed A., Properties Of Concrete Incorporating Natural And Crushed Stone Very Fine Sand, Technical Paper, ACI Materials Journal, July-August 1989, PP [4] Doraiswamy Sentil Kumarand W. R. Hudson, Use of Quarry Fines For Engineering And Environmental Applications, special research report for The National Stone Association, Center for Transportation Research, BUREAU of Engineering Research, The University of Texas at Austin, October [5] Hanifi Binici, Hasan Kaplan and SalihYilmaz, Influence Of Marble And Limestone Dusts As Additives On Some Mechanical Properties Of Concrete, Scientific Research and Essay Vol. 2 (9), pp , September 2007.

15 Effect of Sand-Powder Ratio on Properties of Self Compacting Concrete 15 [6] Ilangovana R., N. Mahendranaand K. Nagamanib, Strength And Durability Properties of Concrete Containing Quarry Rock Dust as Fine Aggregate, ARPN Journal of Engineering and Applied Sciences, VOL. 3, NO. 5, OCTOBER [7] Portland Cement Association, Thickness Design for Soil-Cement Pavements, Engineering Bulletin, Portland Cement Association (PCA), Stokie, Illinois, [8] Shahul M. and A S. S. Sekar, Properties of Green Concrete Containing Quarry Dust And Marble Sludge Powder As Fine Aggregate, APPN journal of Engineering and Applied Sience, Vol. 4, No 4, June [9] Selvamony C., M. S. Ravikumar, S. U. Kannan and S. Basil Gnanappa, Investigations on Self-Compacted Self-Curing Concrete Using Limestone Powder and Clinkers, Sathyabama University, CSI Institute of Technology, India. [10] Raman S. N., M. F. M. Zain, H. B. Mahmud, and K. S. Tan, Suitability of Quarry Dust as Partial Replacement Material for Sand in Concrete, University of Kebangsaan and Malaya, Malaysia [11] Joseph F. Lamond and James H. Pielert, Significance of Tests and Properties of Concrete and Concrete-Making Materials, ASTM International, Bridgeport NJ, April [12] Turgut, Turk and Bakirci, Segregation control of SCC with a modified L-box apparatus, Magazine of Concrete Research, 2012, 64(8), , [13] Tarun R. Naik, Rudolph N. Kraus, Yoon-moon Chun, Fethullah Canpolat, and Bruce W. Ramme, Use of Limestone Quarry By-Products For Developing Economical Self-Compacting Concrete, Report No. CBU , Presented and Published at the CANMET/ACI (SDCC-38) Three-Day International Symposium on Sustainable Development of Cement and Concrete, October 5-7, 2005, Toronto, CANADA [14] J. K. Su, S. W. Cho, C. C. Yang, and R. Huang, Effect of Sand Ratio on The Elastic Modulus of Self-Compacting Concrete, Journal of Marine Science and Technology, Vol. 10, No. 1, pp (2002) [15] ASTM C 117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing [16] ASTM C 128 Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate [17] ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates [18] ASTM C 150 Standard Specification for Portland Cement [19] ASTM C 191 Standard Test Method for Setting of Hydraulic Cement by Vicat Needle [20] ASTM C 215 Standard Test Method for Fundamental Transverse, Longitudinal, and Torsional Resonant Frequencies of Concrete Specimens

16 16 M.K.A. Osman and O.M.A.Daoud [21] ASTM C 293 Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Center-Point Loading) [22] ASTM C 33 Standard Specifications for Concrete Aggregates [23] ASTM C 494 Standard Specifications for Chemical Admixtures for Concrete [24] ASTM C 496 Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens [25] ASTM C 618, Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete [26] ASTM D 75 Standard Practice for Sampling Aggregates [27] British Standard BS 1881 : Part 116 : 1983 Testing Concrete, Method For Determination of Compressive Strength of Concrete Cubes [28] British Standard BS 1881: Part lll: 1983, Testing concrete, Method of Normal Curing of Test Specimens (20 ºC method) [29] British Standard BS 812: Section 103.2: 1989 Testing Aggregates: Method for Determination of Particle Size Distribution, Sedimentation Test [30] British Standard, BS 812: Part 101: 1984 Testing Aggregates: Guide To Sampling And Testing Aggregates [31] British Standard, BS 812: Part 2: 1995 Testing Aggregates: Methods For Determination of Density [32] EN Part 10: 2010 Self-compacting concrete L box test [33] EN Part 11: 2010 Self-compacting concrete Sieve segregation test [34] EN Part 12: 2010 Self-compacting concrete J-ring test [35] EN Part 8: 2010 Self-compacting concrete Slump-flow test [36] EN Part 9: 2010 Self-compacting concrete V-funnel test