Rheological and Strength Behavior of Binary Blended SCC Replacing Partial Fine Aggregate with Plastic E-Waste as High Impact Polystyrene
2. Experimental Program
- Air content was assumed as 2% of the concrete volume.
- The dry-rodded unit weight (DRUW) of coarse aggregate for a blend of 12.5 mm and 10 mm particles in 60:40 proportions was determined. The coarse aggregate content was calculated using DRUW.
- Minimum coarse aggregate content of 28% was maintained by the percentage weight of total aggregate. Coarse aggregate can range from 28–34% for SCC mix.
- Fine aggregate volume around 50% of the mortar volume was adopted. Mortar volume ranges from 66–72%.
- The required paste volume in the range of 36–40% can be adopted in the concrete volume. 38% was used in the SCC mix.
- Water/binder (w/b) ratios were finalized by performing rheological tests. The optimized binder (cementitious material) content was calculated replacing cement with fly ash by weight.
- The dosages of super plasticizer (SP) and viscosity modifying agent were optimized for the obtained w/b ratio for reference mix using Rheological tests.
- Sand is replaced with plastic waste HIPS ranging from 10–40% by volume and SP and VMA were finalized for better flow-ability.
- Finally tests on the hardened properties were performed.
2.3. Mix Proportions
2.4. Test Procedures
3. Results and Discussion
3.1. Properties of Fresh SCC
3.1.1. Slump Test Test
3.1.2. Slump Test Test
3.1.3. V-Funnel Test
3.1.4. L-Box Test
3.1.6. Fresh Density
3.2. Properties of Hardened SCC
3.2.1. Dry Density
3.2.2. Compressive Strength
3.2.3. Split Tensile Strength
- All rheological properties are improved and satisfied EFNARC standards up to 30% of HIPS replacement for sand in SCC. HIPS spherical shape and smooth surface enhances the flow-ability.
- Density of SCC with HIPS is moderate, up to 30%, and reduces significantly replacing high volumes of fly ash and HIPS.
- Reduction of compressive and split tensile strengths are minimal (<20%) up to 30% HIPS replacement in SCC and achieved the desired strength of M30 grade concrete.
- It is a good accomplishment to say, replacement of both HIPS and fly ash up to 30% in SCC develops concrete equivalent to that of the reference concrete.
Conflicts of Interest
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|Material Data||Coarse Aggregate (CA) Optimization||Constituent Materials for Concrete|
|Material||Specific Gravity||% Absorption||Material||% by Weight||Material (kg/m3)||Initial||Adjusted||Per cum||g/mL|
|Cement||3.15||N/A||CA 10 mm||40||Cement||347.90||347.90||2.16||2156.90|
|CA 12 mm||60|
|Fly Ash||2.20||N/A||CA (kg/cum)||758.44||FA||149.10||149.10||0.92||924.42|
|CA 12mm||2.70||0.3||% of CA||28.09||Water||178.90||186.50||1.16||1156.50|
|Sand||2.60||1.0||CA 12 mm||455.00||455.00||2.82||2821.40|
|Input parameters||Concrete Mix proportions by volume (lit/cum)||Aggregate Proportions||CA 10 mm||303.30||303.30||1.88||1880.90|
|DRUW (kg/cum)||1656||CA||280.91||Material||% Vol||% Wt||VMA (lit)||0.99||0.99||0.01||6.16|
|% of CA in DRUW||45.80||Mortar||719.00||CA 12 mm||27.50||28.00||SP (lit)||4.47||4.47||0.03||27.73|
|% of Sand||46.10||Sand||331.50||CA 10 mm||18.30||18.70||Unit Wt.||2152||Total(kg)||13.39||13393|
|% of Fly ash||30||Paste||387.50||FA||54.10||53.10||Total quantity for slump test||6.09 Liters|
|Wt. Water/Binder||0.36||Total aggregates (kg/cum)||1620.35|
|Binder (kg/cum)||497.00||Sand (kg/cum)||861.90|
|SP (% wt. of binder)||0.90||Vol. Water/Powder||1.00|
|VMA (% wt. of binder)||0.20||Paste composition|
|% of Air content||2.00||kg/cum||lit/cum|
|% of dry material (SP)||40||Cement||Fly Ash||Water||SP||VMA||Paste|
|% of dry material (VMA)||40||347.90||149.10||178.90||4.47||0.99||382.60|
|Materials Used (Kg/m3) for Water/Binder Ratio of 0.36|
|HIPS (%)||Cement (Kg/m3)||Fly Ash (Kg/m3)||Coarse Aggregate (Kg/m3)||Sand (Kg/m3)||HIPS (Kg/m3)||SP (mL)||VMA (mL)|
|12 mm||10 mm|
|Slump Flow Classes||Slump Flow Diameter (mm)||Viscosity Classes||V-Funnel Time (sec)|
|Passing ability classes|
|PA1||≥0.8 with two rebar|
|PA2||≥0.8 with three rebar|
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Chunchu, B.R.K.; Putta, J. Rheological and Strength Behavior of Binary Blended SCC Replacing Partial Fine Aggregate with Plastic E-Waste as High Impact Polystyrene. Buildings 2019, 9, 50. https://doi.org/10.3390/buildings9020050
Chunchu BRK, Putta J. Rheological and Strength Behavior of Binary Blended SCC Replacing Partial Fine Aggregate with Plastic E-Waste as High Impact Polystyrene. Buildings. 2019; 9(2):50. https://doi.org/10.3390/buildings9020050Chicago/Turabian Style
Chunchu, Bala Rama Krishna, and Jagadeesh Putta. 2019. "Rheological and Strength Behavior of Binary Blended SCC Replacing Partial Fine Aggregate with Plastic E-Waste as High Impact Polystyrene" Buildings 9, no. 2: 50. https://doi.org/10.3390/buildings9020050