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| S. no. | Author | Year | Title | Methods (%, w/c) | Results | Optimum level |
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| 1 | Bamboo leaves’ ashes (BLA) |
| 1.1 | Frias et al. [23] | 2012 | Characterization and properties of blended cement matrices containing activated bamboo leaf wastes | ✓10 and 20%
✓0.50 w/c | (i) Demand for water content increased by 19% and 46% to the additions of 10% and 20% BLA, respectively
(ii) Setting time delayed with 20% BLA
(iii) BLA blended cement had similar volume stability with the control cement paste
(iv) Compressive strength slightly reduced, stable volume, andand satisfied ASTM C 618 – 03 requirements. | 10% |
| 1.2 | Rodier et al. [24] | 2019 | Potential use of sugarcane bagasse and bamboo leaf ashes for elaboration of green cementitious materials | ✓10 and 20%
✓0.50 w/c | (i) BLA mineral had higher pozzolanic activity
(ii) After 28 days curing ages, there was higher amounts of C-S-H and ettringite hydrations in the BLA sample
(iii) All samples of the 48 hrs binary and ternary cementitious decreases in total heat of hydration and the highest reduction was observed at 20% of BLA
(iv) 14% increment in compressive strength for 20% of BLA
(v) The use BLA ashes would reduce the cost, energy consumed, and environmental impacts | 10% |
| 1.3 | Moraes et al. [1] | 2019 | Production of bamboo leaf ash by autocombustion for pozzolanic and sustainable use in cementitious matrices | ✓5, 10, 15, 20, 25, and 30
✓0.50 w/c | (i) BLA is classified as high reactive pozzolanic materials
(ii) 7 days mortar compressive strength similar with 100 OPC
(iii) 30% BLA achieved a strength gain of 56% at 90 days of curing | 10% |
| 1.4 | Villar-Cociña et al. [25] | 2010 | Pozzolanic behavior of bamboo leaf ash: characterization and determination of the kinetic parameters | | (i) At early stages, BLA showed high reactivity
(ii) The one which calcined at 600°C had high pozzolanic reactivity | |
| 15 | Villar-Cociña et al. [26] | 2016 | Pozzolanic characterization of Cuban bamboo leaf ash: calcining temperature and kinetic parameters | ✓At 500°C, 600°C and 700°C calcined temperatures | (i) BLA had high reactivity at early ages
(ii) The samples calcined at 500°C and 600°C showed similar reactivity, whereas the 700°C one showed less reactivity | |
| 2 | Banana leaves’ ashes (BNLA) |
| 2.1 | Kanning et al. [36] | 2014 | Banana leaves’ ashes as pozzolan for concrete and mortar of Portland cement | ✓5, 7.5, and 10% for mortar with 0.59, 0.58, and 0.57 w/c, respectively
✓10 and 20% for concrete with 0.50 w/c | Mortar
(i) All samples showed smaller deformation that the control mix
Index of water retention higher than the reference one
(ii) The specific mass is 3% higher than 100% OPC
(iii) For 10% BLA, tensile and compressive strength increased by 10% and 25%, respectively, compared to the control mix
Concrete
(i) For 10 and 20% BLA, the 28 days mechanical strength were 25% and 40% higher than 0% BLA | (i) 10% for mortar
(ii) 7.5% for concrete |
| 2.2 | Dhage et al. [37] | 2020 | Experimental study on partial replacement of cement by banana leaves’ ash | ✓20, 30, 40, and 50%
✓0.50 w/c
✓for C-30 concrete grades. | (i) 28% BLA achieved standard consistency
(ii) Initial and final setting time reduced by 12% and 4.7%, respectively
(iii) The compressive strength decreases in increment of BLA content
(iv) At 28 and 56 days, split tensile, and flexural strength increased by 30% BLA.
(v) For 10% BLA, acid and sulphate reduces the volume of voids
(vi) Sulphate salts and calcium acids reduces weight and compressive strength of concrete | 30% |
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| 3 | Corncob leaves’ ashes (CCA) |
| 3.1 | Adesanya and Raheem [41] | 2009 | A study of the workability and compressive strength characteristics of corn cob ash blended cement concrete | ✓2, 4, 6, 8, 10, 15, 20, and 25%
✓0.50 w/c for 1 : 1.5 : 3 mix ratio
✓0.60 w/c for 1 : 2 : 4 mix ratio 0.70 w/c for 1 : 3 : 6 mix ratio | (i) Setting time, slump decreases and compacting factor increases as CCA increases
(ii) Compressive strength decreased with increment of CCA content
(iii) At 120 days, for 4% BLA the compressive strength gained higher than the control mix | 4% |
| 3.2 | Owolabi et al. [42] | 2015 | Effect of corncob ash as partial substitute for cement in concrete | ✓0, 5, 10, 15, and 20%
✓0.65 w/c | (i) Workability decreased as the CCA increased. Compressive strengths reduced as the CCA % increased. | 5% |
| 3.3 | Singh et al. [43] | 2017 | A sustainable environmental study on corn cob ash subjected to elevated temperature | ✓0, 5, 10, 15, and 20%
✓Temp of 150, 300, 450, and 600°C for 2 hrs.
✓0.45 w/c | (i) Compressive strength of all mixes increases up to 300°C
(ii) At 300°C, compare to the reference mixes, the increase in compressive strength was 13.18, 16.20, 11.09, and 14.29% for 5, 10, 15, and 20% CCA | 10% 300 0C |
| 3.4 | Desai [45] | 2018 | Experimental study on corn cob ash powder as partial replacement of cement in concrete | ✓10, 20, and 30%
✓0.55 w/c | (i) Compared to the control mix, for 20% CCA, the compressive strength decreased by 20.10 and 9.11% at 7th and 28th days curing ages, respectively
(ii) For the same CCA % and curing ages, the tensile strength reduced by 20 and 9%
(iii) For 20% CCA, at the ages of 90 days, the flexural strength slightly decreased by 2.28% | 10% |
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| 4 | Groundnut shell ashes (GNA) |
| 4.1 | Buari et al. [51] | 2019 | Short term durability study of groundnut shell ash blended self-consolidating high performance concrete in sulphate and acid environments | ✓10, 20, 30, and 40%
✓0.37 w/c | (i) Slump decreased with increase in GNA percentage
(ii) For all mixes, the concrete takes lower flow time in molds
(iii) Segregation resistance increased with increase in GNA percentages
(iv) Except 10% GNA, the compressive strength decreased with increase in GNA content | 10% |
| 4.2 | Usman et al. [50] | 2019 | Influence of groundnut shell ash on the properties of cement pastes | ✓10, 20, 30, 40, and 50%
✓0.36 w/c | (i) Rate of water demand increased with increasing GNA content and it was higher than by 100 and 146% with GNA content of 30 and 50%, respectively
(ii) GNA retards the setting time but not exceeds the min ASTM standards
(iii) Soundness improved with GNA %
(iv) Compressive strength highly decreased with GNA levels increased
(v) For 40% GNA, the compressive strength improved by 270% at 28 days curing age | |
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| 5 | Rice husk ashes (RHA) |
| 5.1 | Raheem and Kareem [58] | 2012 | Chemical composition and physical characteristics of rice husk ash blended cement | ✓5, 7, 11.25, 15, 20.25, and 25%.
✓For mortar | (i) Setting time increased with the inclusion of RHA up to 15%
(ii) With increment of RHA content, there were improvement in soundness and consistency
(iii) For early curing ages, the mortar compressive strength decreases with increase in RHA content for all mixes, but at later ages (90 days) 5% and 7% RHA have similar strength with the normal mix | 7% |
| 5.2 | Jamil et al. [106] | 2013 | Pozzolanic contribution of rice husk ash in cementitious system | ✓0, 5, 10, 15, 20, 25, 30, and 35%
✓For mortar and concrete | (i) Up to 30% replacement of RHA content, the compressive strengths of both mortar and concrete were better than the control mix. The maximum strength was gained at 15% and 20% of RHA for mortar and concrete, respectively. | (i) 15% for mortar
(ii) 20% for concrete |
| 5.3 | Khan et al. [56] | 2013 | Reduction in environmental problems using rice-husk ash in concrete | ✓25, 40, and 50 without superplasticizers (SP) and 25 and 40% with SP
✓0.70 w/c for both mixes | (i) For all mixes, the compressive strength of concrete with SP was better than that of without SP
(ii) Compared to 100% OPC concrete, there were reductions in the compressive strengths of both samples at all curing periods
(iii) RHA mixed concrete beams have low resistance to load at failure and deflection and 25% RHA concrete beams gave very well flexure
(iv) 20% RHA concrete mix have a good resistance to sulphate and chloride chemicals attack | 25% for both with and without SP |
| 5.4 | Zareei et al. [59] | 2017 | Rice husk ash as a partial replacement of cement in high strength concrete containing micro silica: Evaluating durability and mechanical properties | ✓0, 5, 10, 15, 20, and 25%
✓40% w/c | (i) At all stages of the concrete ages, the compressive strength of all concrete samples was increased with additions of RHA content with relative of the normal mix and higher strength was achieved at RHA replacement level of 20%
(ii) The saturate water absorption capacity of all RHA concrete mixes were reduced compared to the control one
(iii) 25% RHA content has improved the permeability properties of blended concrete | 20% |
| 5.5 | Zareei et al. [59] | 2017 | Study on concrete with partial replacement of cement by rice husk ash | ✓0, 5, 10, 15, and 20%
✓0.37 w/c | (i) The workability of concrete decreased with RHA additions and the concrete mix requires additional water to be workable
(ii) Except for 10% replacement of OPC with RHA, the percentages replacement of cement with RHA would reduce the compressive and split tensile and flexural strength of concrete
(iii) At 28 days curing period, for 10% RHA content the compressive, tensile and flexural was improved by 8.5, 10.5, and 20% from the control mix, respectively
(iv)The water absorption of concrete increased with increase in RHA | 10% |
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| 6 | Sugarcane bagasse ashes (SCBA) |
| 6.1 | Ganesan et al. [78] | 2007 | Case study: sustainable concrete: potency of sugarcane bagasse ash as a cementitious material in the construction industry | ✓5, 10, 15, 20, 25, and 30%
✓0.53 w/c. | (i) Water consistency and initial and final setting time increases with increase in SCBA content
(ii) No need of additional water demand to make the concrete workable
(iii) At 7- and 28-days curing periods, up to 15% SCBA, the compressive strength increases and further addition of SCBA would decrease
(iv) At all stages, the strength was higher than the target strength
(v) Compared to the normal mix, the 28 days split tensile strength improved for 5, 10, 15, and 20% SCBA
(vi) The water absorption was increased with SCBA additions and for 30% SCBA it was 30% higher than the control mix
(vii) Compared to the reference mix, the chloride penetration was decreased with increase in SCBA at 28 and 90 days | 15% |
| 6.2 | A. Asma et al. | 2014 | Research article: Compressive strength and microstructure of sugarcane bagasse ash concrete | ✓5, 10, 15, 20, 25, and 30%
✓0.38 w/c superplasticizer | (i) The slump value linearly increased with increment of SCBA content, and it was more workable than the reference mix
(ii) 5, 10, 15, and 20% of SCBA containing concrete mix showed higher compressive strength than the normal mix
(iii) The addition of SCBA content improved the ITZ gap length between aggregate and cement paste, and for 15% SCBA, there was no any gap, hence increasing the microstructure strength of the concrete | 20% |
| 6.3 | Mangi et al. [80] | 2017 | Utilization of sugarcane bagasse ash in concrete as partial replacement of cement | ✓5 and 10%
✓For C-15 and C-20 concrete | (i) For both grades of the concrete, the concrete became more workable than the control mix and higher slump value was obtained at 10% of SCBA
(ii) At 10% SCBA, the slump value increased by 28% and 45% for C-15 and C-20 concrete, respectively, with respect to the 0% SCBA
(iii) The compressive strength of all concrete mixes was greater than the reference mix one at all stages of the concrete ages and maximum result was recorded at 5% replacement of SCBA | 5% |
| 6.4 | Quedou et al. [66] | 2021 | Effect of corncob ash as partial substitute for cement in concrete | ✓0, 5, 10, 15, and 20% 0.65 w/c | (i) Workability decreased as the CCA increased. Compressive strengths reduced as the CCA % increased but increased as the number of days of curing increased for each percentage CCA replacement. | 5% |
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