Engineered Cementitious Composites (ECC) is a special type of high performance fibre reinforced cementitious composite having uniquely high ductile and tensile properties. Reducing the usage of cement in ECC by using less energy intensive binders is a step in the attainment of sustainable development to reduce greenhouse gases. River sand is also becoming a scar ce commodity and hence exploring alternatives to it has become important. This paper focuses on characterizing the mechanical properties of an Eco – friendly ECC with High Volume Fly Ash (HVFA) content, manufactured sand and Polyvinyl Alcohol (PVA) Fibre. Experiments were conducted for finding the mechanical properties of ECC by the influence of HVFA (60%, 70% & 80%) content, Self-curing Agent (Polyethylene Glycol 600) and Calcium Carbonate. The results show that the mechanical properties of HVFA -ECC having fly ash up to 70% are comparable with those of ECC without fly ash. Addition of CaCO3 and self -curing agent contributed for the early strength development and an alternative for water curing in HVFA -ECC. Keywords : Calcium Carbonate, Eco - Friendly, Engin eered Cementitious Composite, High Volume Fly Ash, PVA fibre, Self-curing agent, M sand Cite this Article: Yoganantham C and Joanna P.S. , Effect of High Volume Fly Ash Concrete in Self -Curing Engineered Cementitious Composite (ECC) , International Journal of Advanced Research in Engineering and Technology (IJARET), 11(4), 2020, pp. 268-276. http://www.iaeme.com/IJARET/issues.a sp?JType=IJARET& VType=11&IType=4 1. INTRODUCTION Despite cement concrete is being a widely used construction material with high compressive strength, the presence of coarse aggregate such as gravel or crushed stones makes it brittle with low tensile strength. An approach was made on Engineered Cementitious Composite (ECC), for the creation of synergistic interaction between fibers, matrix and interface, for maximizing Effect of High Volu me Fly Ash Concrete in Self -Curing Engineered Cementitious Composite (ECC) http://www.iaeme.com/ IJARET/index. asp 269 editor@iaeme.com the tensile ductility by the development of closely spaced multiple microcracks while minimizing the fiber content (Li, V.C., 2008) [1]. Considerable increase in load carrying capacity and ductility could be achieved in concrete beams containing ECC with polyvinyl alcohol fibre than with polypropylene fibre (Ismail et al., 2018; Shanour at al., 2018) [2], [3]. The compressive strength and flexural strength of ECC increased with the addition of 1 - 2% PVA fibre content (Joseph et al., 2017) [4]. ECC beams with PVA fibres could sustain significantly greater shear forces than conventional concrete (Kang et al. 201 7) [5]. The crack width and deflection at the serviceability limit state of ECC beams were much smaller than those of RC beams (Meng et al., 2017) [6]. Self -compacting and strain hardening ECC could be developed by adding Fly Ash (Lin et al., 2017) [7] and Nano silica (Mohammed et al., 2017) [8]. High volume fly ash concrete showed delayed setting time and increased temperature sensitivity. This could be effectively moderated by the replacement of a portion of fly ash with Calcium Carbonate (CaCO3) powder ( Dale, 2014) [9]. CaCO3 is a natural material, which has a finer particle size compared to cement. Replacement of 10% cement by CaCO3 improves particle packing of concrete which increases workability. CaCO3 helps increase in the early strength, arising as a result of the accelerator effect and high rate of hydration which harden the concrete quicker (Ali at al., 2015) [10]. Curing process protects the loss of moisture required for hydration, increases the strength and decreases the permeability of hardened c oncrete. But, curing is not always feasible, and the addition of Polyethylene glycol(PEG) acts as an internal curing agent. It traps the moisture within the structure and prevents it from evaporation (Thiru Chelvi et al., 2017) [11]. Literature on the beha viour of HVFA -ECC with manufactured sand, self-curing agent and CaCO3 is not available. Hence, in this study, experiments were conducted to find the mechanical properties ECC with HVFA (60%, 70% & 80%) content, M sand, self - curing agent (Polyethylene Glyco l 600) and calcium carbonate. 2. EXPERIMENTAL PROGRAM 2.1. Materials Engineered Cementitious Composite (ECC) was incorporated with fine manufactured sand with maximum grain size of 300 μm and a mean size of 110 μm for the various mixtures. Sand to binde r ratio (S/B) was kept 0.6 and water to binder (w/b) ratio was kept in between 0.35 to 0.44 in order to attain a good balance between fresh and hardened properties (Jia et al., 2017) [12]. The binder system is defined as the total amount of cementitious ma terial, i.e. cement and fly ash (Type C) in ECC. For locating the improvement in the early strength of ECC with 50% fly ash as replacement to cement, 10% CaCO3 was added to the cementitious composite (Wongkeo, 2017) [13]. 1% PVA fibre was used in the ECC ( Pan et al., 2015) [14]. Properties of PVA fibres are shown Table 1. Table 1 Properties of PVA fibers Fibre Density Initial modulus Specification Oil agent content PVA 1.29 280 cN/dtex 12 mm 0.2% A high range water reducing admixture with a chemical composition containing polycarboxylate was found to be the most effective in maintaining the desired fresh property of ECC during mixing and placing (Pan et al., 2015). High Range Water Reducer (HRWR) u sed in the study was CONXL PCE RHEOPLUS 2635 with a solid content of 40 ± 2 and a specific gravity of 1.09. Yoganantham C and Joanna P.S. http://www.iaeme.com/ IJARET/index. asp 270 editor@iaeme.com 2.2. Specimen Preparation The mix proportions of ECC are shown in Table 2. Nine HVFA - ECC mixes were proportioned by using three variables: fly as h (60%, 70% and 80%) by mass of total cementitious materials, PEG 600 as a self -curing compound and Calcium Carbonate as the early strength contributor. For the purpose of comparative study, plain mortar mixture with and without fibres were produced. The E CC mixtures are referred to as ECC -%, ECC -%P or ECC -%PC, where ‘%’ is the percentage of fly ash content, ‘P’ is the ECC mix with PEG 600 and ‘PC’ is the ECC mix having PEG 600 and CaCO3. All the solid components without fibres were first placed in to the P an mixer and dry mixed for 5 minutes. Then water with dissolved HRWR was gradually added and mixed for 10 -15 min. After attaining minimum slump flow value, the PVA fibers were added to the mixture without any lumps while the mixer was running. Mix 1, 2, 3, 6 and 9 were water cured and Mix 4, 5, 7, 8, 10 and 11 were air cured as self -curing component was added to it. Table 2 Mix Proportion of ECC Mix Description Cement to Binder (B) Fly Ash to B Msand to B Water to B HRWR to B Fiber to B PEG to B CaCO 3 to B 1 CM 1 0 0.6 0.35 0.005 0 0 0 2 ECC -0 1 0 0.6 0.35 0.005 0.01 0 0 3 ECC -60 0.4 0.6 0.6 0.37 0.005 0.01 0 0 4 ECC -60P 0.4 0.6 0.6 0.37 0.005 0.01 0.02 0 5 ECC -60PC 0.4 0.6 0.6 0.37 0.005 0.01 0.02 0.1 6 ECC -70 0.3 0.7 0.6 0.4 0.005 0.01 0 0 7 ECC -70P 0.3 0.7 0.6 0.4 0.005 0.01 0.02 0 8 ECC -70PC 0.3 0.7 0.6 0.4 0.005 0.01 0.02 0.1 9 ECC -80 0.2 0.8 0.6 0.44 0.005 0.01 0 0 10 ECC -80P 0.2 0.8 0.6 0.44 0.005 0.01 0.02 0 11 ECC -80PC 0.2 0.8 0.6 0.44 0.005 0.01 0.02 0.1 2.3. Rheological T ests 2.3.1 . Mini – Slump Flow T est Mini Slump flow test is a method of measuring the workability of ECC mortar without any fibre. Mini slump cone is 30 mm high and its spread flow is shown in fig 1 (a). The spread values are the approximate di ameter of the circle formed during slump flow. 2.3.2 . Standard Slump Flow T est Workability test of the final mix was done on a 300mm height slump cone for indicating the flowability of Fresh mixtures. The typical standard slump flow test is shown in fig 1 (b) according to ASTM C1611. (a) (b) Figure 1 Slump without fibre (a) and Slump with fibre (b) Effect of High Volu me Fly Ash Concrete in Self -Curing Engineered Cementitious Composite (ECC) http://www.iaeme.com/ IJARET/index. asp 271 editor@iaeme.com 2.4. Experimental Investigation 2.4.1 . Compressive Strength T est The compressive strength values of the hardened concrete of ten different mixes along with conventional mortar were cast in 50 mm cube. Three cubes were tested accordingly at the end of the 7th and 28th days for each mixture. The test was done using a univ ersal testing machine for obtaining the ultimate load carrying capacity of the cube and the average values were taken as the compressive strength of the specimen. Similarly, cylinder specimens with a diameter of 100mm and a height of 200mm were also tested on a universal testing machine for determining split tensile strength. 2.4.2. Direct t ensile Strength T est Direct tensile strength was done on a dog bone shaped specimen as shown in fig 2(a). use of SHIMADZU ( 100kN) universal testing machine as shown in fig 2 (b) as per ASTM C1273. The specimens were tested at the displacement rate of 0.1 mm/min until the failure of the specimen. Three Dog -bone shaped specimens of each mixture were prepared for direct tensile testing as shown in fig. 2 (a). On 28th day t he direct tensile testing was conducted using SHIMADZU (100 KN) universal testing machine as shown in fig. 2 (b) and average values were taken. By using displacement control, the loading rate was kept as 0.1mm/min until the specimen gets failed. (a) (b) Figure 2 Dog-Bone shape specimen (a), Direct tensile testing (b) 2.4.3 . Flexural Strength T est Flexural strength test was done on a short span beam of 500mm and a cross sec tion of 100mm square. Three specimens were cast for each mixture and tested as single point loading at the centre with the setup of a simply supported beam was conducted. The average value was taken as the ultimate load. 3. RESULTS AND DISCUSSION 3.1. Workability All the mixtures were designed to have mini slump spread value ranging from 270mm to 300mm and standard slump spread value ranging from 450mm to 540mm as shown in Table 3. The increase in fly ash content was found decreasing dec reased the slump value of ECC mix and required a large water content . Yoganantham C and Joanna P.S. http://www.iaeme.com/ IJARET/index. asp 272 editor@iaeme.com Table 3 Slump Test Values Mix Description Slump without PVA fibre (dia) Slump with PVA fibre (dia) CM 270mm 470 mm ECC -0 280 mm 450 mm ECC -60 270 mm 480 mm ECC -60P 290 mm 500 mm ECC -60PC 280 mm 480 mm ECC -70 250 mm 520 mm ECC -70P 280 mm 540 mm ECC -70PC 260 mm 530 mm ECC -80 260 mm 500 mm ECC -80P 300 mm 530 mm ECC -80PC 280 mm 510mm 3.2. Compressive Strength T est The compressive strength of the different mixtures is shown in Table 4. Compressive strength of ECC without fly ash was seen as 21% more than the Conventional mortar. The compressive strength of water cured ECC with 60%, 70% and 80% of fly ash content is 1 0%, 15% and 27% respectively less than ECC without fly ash at 28 days. Only 5% reduction in compressive strength was noticed when self -curing agent was added in HVFA -ECC instead of water curing. An increase of 50% early strength was attained in the HVFA -ECC by the addition of CaCO3, but it was not contributing to the increase in strength development at 28 days. The comparison of compressive strength of different mixtures is shown in fig. 3. Table 4 Compressive strength test results Mix Description 7 days t esting (MPa) 28 days testing (MPa) CM 18.68 27.67 ECC -0 15.56 33.52 ECC -60 10.76 30.12 ECC -60P 12.92 28.65 ECC -60PC 17.16 28.32 ECC -70 9.24 28.36 ECC -70P 9.36 26.86 ECC -70PC 14.20 26.85 ECC -80 6.32 24.52 ECC -80P 6.01 23.65 ECC -80PC 9.24 23.05 Figure 3 Compressive Strength of HVFA -ECC 0510152025303540Compressive strength (MPa)28 days 7 days Effect of High Volu me Fly Ash Concrete in Self -Curing Engineered Cementitious Composite (ECC) http://www.iaeme.com/ IJARET/index. asp 273 editor@iaeme.com 3.3. Split Tensile S trength Details of the Split tensile strength of various ECC mix are shown in table 5. Split tensile strength of ECC without fly ash was 20% more than the conventional mortar. The split tensile strength of water cured ECC with 60%, 70% and 80% were 10%, 18% and 23 % respectively less than ECC without fly ash at 28 days. Only 2% reduction in split tensile strength was noticed when the HVFA -ECC mixtures were added with self -curing agent. Addition of CaCO3 increased only the early split strength of ECC with 60%, 70% an d 80% of fly ash by 16%, 9% and 3% respectively. The comparison of Split tensile strength of different mixtures is shown in fig. 4. Comparison of Split tensile strength of different mixtures is shown in fig. 4. Table 5 Split tensile strength test r esult Mix Description 7 days testing (MPa) 28 days testing (MPa) CM 3.1036 3.903 ECC -0 3.903 4.684 ECC -60 3.284 4.208 ECC -60P 3.308 4.192 ECC -60PC 3.840 4.124 ECC -70 3.191 3.825 ECC -70P 3.147 3.725 ECC -70PC 3.485 3.704 ECC -80 3.012 3.586 ECC -80P 2.890 3.521 ECC -80PC 3.12 3.450 Figure 4 Split Tensile Strength of HVFA -ECC 3.4. Direct Tensile Strength T est The Direct tensile test results of the Dog bone shaped specimens are shown in Table 6. During the loading process, propagation of cracks caused fluctuations in the stress strain curves of ECC with and without fly ash. The initial and ultimate strength for conventional mortar was 3.53 Mpa, but for ECC without fly ash, the initial crack strength was 4.4 MPa and ultimate tensile strength was 4.8 MPa. The ultimate tensile strength of water cured ECC with 60%, 70% and 80% was 4%, 7% and 9% respectively less than ECC without fly ash. Only 3% reduction in direct tensile strength was noticed in HVFA -ECC specimens with self -curing compound. An average of 3% reduction was seen in HVFA -ECC specimens with self -curing were added to 00.511.522.533.544.55Split Tensile Strength (MPa)28 days 7 days Yoganantham C and Joanna P.S. http://www.iaeme.com/ IJARET/index. asp 274 editor@iaeme.com CaCO3. The ultimate tensile strain of E CC was 6 times higher than the conventional mortar. The tensile strain of water cured ECC with 60%, 70% and 80% is 3%, 8% and 10% was less than that of ECC without fly ash. An average of 14% reduction in the ultimate tensile strain was noticed on HVFA -ECC than on water cured HVFA -ECC. The use of CaCO3 in HVFA - ECC decreases the ultimate tensile strain by 24%. The Direct tensile stress -strain curve of HVFA -ECC Dog -bone shaped specimens tested at 28 days is shown in fig. 5. Days is shown in fig. 5. Table 6 Direct Tensile Test results Mix Description Mix Tensile Stress (MPa) Tensile Strain (%) Initial Crack Ultimate Ultimate CM 1 3.53 3.53 0.2 ECC -0 2 4.4 4.7965 1.215 ECC -60 3 4.22 4.5 1.175 ECC -60P 4 4.1 4.3 0.965 ECC -60PC 5 3.9 4.26 0.84 ECC -70 6 4.1 4.28 1.115 ECC -70P 7 4.05 4.15 0.97 ECC -70PC 8 3.9 4.072 0.94 ECC -80 9 4.01 4.1 1.095 ECC -80P 10 3.9 3.98 0.97 ECC -80PC 11 3.78 3.84 0.795 Figure 5 Direct tensile strength test 3.5. Flexural Strength Details of flexural strength of ECC mixtures are shown in Table 7. Flexural strength of ECC without fly ash was 120% more than the Conventional mortar. The flexural strength of water cured ECC with 60%, 70% and 80% of fly ash was 20%, 30% and 39% respectiv ely less than ECC without fly ash at 28 days. Only 1.5% reduction in flexural strength was noticed when the HVFA -ECC specimens were cured with the addition of self -curing agent. An average of 3% increase in early flexural strength was attained in the HVFA -ECC by the addition of CaCO3, but it was not contributing for 28 days strength development. A comparison of flexural strength of different mixtures is shown in fig. 6. Effect of High Volu me Fly Ash Concrete in Self -Curing Engineered Cementitious Composite (ECC) http://www.iaeme.com/ IJARET/index. asp 275 editor@iaeme.com Table 7 Flexural Strength results Mix Description 7 days (Mpa) 28 days (MPa) CM 3.2 3.75 ECC -0 6.9 8.5 ECC -60 4.8 6.8 ECC -60P 4.68 6.75 ECC -60PC 5.3 6.62 ECC -70 5.01 5.96 ECC -70P 4.86 5.82 ECC -70PC 5.42 5.78 ECC -80 3.92 5.2 ECC -80P 3.88 5.18 ECC -80PC 4.25 5.1 Figure 6 Flexural Strength of HVFA -ECC 4. CONCLUSION In this paper, an experimental investigation was carried out to find the mechanical properties of ECC by the influence of HVFA (60%, 70% & 80%) content, Self -curing Agent (Polyethylene Glycol 600) and Calcium Carbonate and the following conclusions are dra wn. • HVFA -ECC having fly ash replacement up to 70% showed high compressive strength with slight strength loss compared to ECC without fly ash. Only marginal strength loss was noticed in HVFA -ECC with self -curing agent than with water cured HVFA -ECC. Additi on of CaCO3 improved only the early compressive strength. • There is a marginal reduction in the direct tensile strength of HVFA -ECC than that of ECC without fly ash and exhibited strain hardening. Only 3% reduction in direct tensile strength was noticed in HVFA -ECC with self -curing compound than with water cured HVFA -ECC. • The flexural strength of HVFA -ECC is also comparable with that of ECC without fly ash. Thus the use of high volume fly ash in ECC not only enhances the mechanical properties but also lea ds to sustainability. Also self -curing agent could be an alternative solution for water curing. 0123456789Flexural Strength (MPa)28 days 7 days Yoganantham C and Joanna P.S. http://www.iaeme.com/ IJARET/index. asp 276 editor@iaeme.com