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Articles • Matéria (Rio J.) 30 • 2025 • https://doi.org/10.1590/1517-7076-RMAT-2024-0860 linkcopy

Open-access Investigations on self-compacting concrete utilizing agricultural waste ashes

AuthorshipSCIMAGO INSTITUTIONS RANKINGS

    ABSTRACT

    Self-Compacting Concrete (SCC) plays a vital role in the construction sector globally due to the requirements of tall and complex congested structures. River sand is one of the natural key ingredients that has high demand due to the expansion of cities and the growth of population. To overcome this problem researchers from various countries are attempting for alternative materials. In this research, Sugarcane Bagasse Ash Aggregates (SBAA) and Rice Husk Ash Aggregates (RHAA) were utilized to partially substitute of fine aggregate in SCC. The suitability of SBAA and RHAA in SCC is assessed by microstructural characterization and mechanical properties. Three groups of SCC mixes were prepared. Gropup-1 mix contains RHAA about (0%, 5%, 10%, 15% and 20%), Group-2 mix contains SBAA (0%, 5%, 10%, 15% and 20%) and Group-3 mix contains blended RHAA SBAA (each 5%, 10%, 15% and 20%). EFNARC guidelines were used for mix design and assess the rheological characteristics. In all the groups of SCC mixes, 10% replacement of SBAA and RHAA shows significant results. This investigations shows that the blended ash aggregates can be replaced with fine aggregate and considerably can reduce the demand of river sand.

    Self Compacting Concrete; Agricultural Waste Ashes; Fresh properties; Strength properties

    1. INTRODUCTION

    Since many years ago, concrete has been an essential component of the construction industry. In recent years, the domination of steel structures has played a vital role. However, the demand for concrete will not be reduced never and ever. At the same time, conventional concrete is not suitable for building structures where heavy, narrow, congested reinforcements are to be provided. To meet the requirement of rapidly growing modern world construction industry, Self Compacting Concrete (SCC) was introduced in the year late 1980s by OKAMURA et al. [1]. It was introduced throughout the world due to its special rheological properties such as passing ability, filling ability, flow ability, non-segregation and self consolidation without the help of any external vibration tools [2]. SCC can flow, pass and fill on its own weight by the presence of the huge amount of powder content (including sand), considerably with less amount of coarse aggregates. SCC ensures the homogeneity of the concrete matrix to prevent the problem of segregation and bleeding when it is in a fresh state. This may be overcome by using agricultural ashes those having high surface area as mineral admixtures [3]. The main drawbacks of SCC are uneconomical because of using huge amounts of sand and chemical admixtures in making SCC. Urbanization-driven infrastructure development has intensified the demand for building materials like cement, coarse, and fine aggregates [3]. Sand and coarse aggregate are the most mined group of minerals globally from natural resources. The demand for river sand increased as a result of its decline [4]. Many researchers have found that the river sand can be replaced with agricultural and industrial wastes in order to make concrete as economical, reduce the depletion of natural resources and overcome its limitations.

    Many agricultural wastes like sugarcane bagasse ash, gorundnut shell, oyster shell, saw dust, wild giant reed, tobacco waste, cork, rice husk ash, Corncob ash etc [5]. are dumped in open land which causes huge environmental pollution. These all wastes can be utilized to substitute the fine aggregate[6] is one of the huge components of SCC to reduce environmental pollutions. In this research, the natural river sand was replaced partially with sugarcane bagasse ash and rice husk ash.

    India has been ranked 2nd in the manufacturing of sugarcane (15%) after Brazil worldwide [7]. In the year 2020, India and Brazil are the largest sugarcane bagasse ash producers among the countries in the world [8,9,10]. Disposal of fibrous matter after the extraction of juice during the process of sugarcane crushing in mills of sugar production is called bagasse ash [11]. Bagasse ash collected in baghouse filter after the burning of residue as fuel in boilers. Sugarcane bagasse ash in huge quantities about 67000 tonnes per day is obtained from the sugar mill factories [12]. Sugarcane bagasse ash is the matrix of chemical combination of unburnt matter, SiO2, Al2O3 and CaO. However, it is a good pozzolanic and nonreactive material because directly obtained from the factory under controlled conditions [13]. Published research work shows the utilization of sugarcane bagasse ash as a partial replacement of sand [9, 14,15,16]. The next one is agricultural waste material called rice husk ash which is generated from paddy fields while burning rice husk under the temperature of 700 °C [17]. The rate of production of rice husk is 148 MT per 740 million tonnes of rice production every year worldwide [18]. Because more rice is being produced for human consumption, the output of RHA has continued to rise [19]. It was estimated that in the year 2020, the production of rice was 499.31 MMT (Million Metric Tonne) and 0.28-kilogram rice husk were obtained at every 1kg of rice production [20, 21]. In India, about twenty million tonnes of rice paddy are produced annually. Approximately 24 Milliontonnes of rice husk and 4.4 Million tonnes of RHA are produced annually [22] Disposal and management of this ash into open land is created serious environmental pollution.

    Several studies have stated that many agricultural and industrial wastes have been utilized as partial substitutions of sand. Materials like wollastonite microfiber, eggshell powder, blast furnace slag, rice husk ash, bagasse ash, iron slag, recycled fine aggregate, copper slag, plastic waste, marble waste, granite cutting waste, recycled glass, m- sand, and recycled alumina are used as substitutions of sand.

    Hence both sugarcane and bagasse agricultural ashes can be utilized to partially substitute river sand due to the presence of more silica content and pozzolanic property. This effective utilization of waste ashes will provide great solutions to conserve natural resources and reduce the effects of serious environmental problems. The RHA replacement as fine aggregate is reported in the published paper [19]. There has not been much research done on SCC with these specific agricultural ashes (Bagasse Ash and Rice Husk Ash) as partial replacement of sand. According to the literature, the RHA and BA were separately utilized as fine aggregates in both conventional and SCC. The combination was done by very few researchers.

    This study’s primary goal was to investigate the feasibility of agricultural waste ashes (SBA & RHA) in the place of fine aggregate replacement. The suitability of ashes as fine aggregate was performed with SEM analysis. As per EFNARC guidelines, all rheological properties were analyzed by doing various fresh properties tests on SCC when it is in a fresh state. SCC Strength properties including cube compressive strength, split tensile strength, flexural strength and modulus of elasticity were analyzed. Micro and macro structural characterization study was done on blended ashes incorporated in SCC samples.

    2. MATERIALS AND METHODS

    2.1. Materials

    In the current study, 53 grades of Ordinary Portland Cement was used which is conforming to the specification of IS: 269-2015 [23]. Natural river sand which is passed on 4.75mm and retained on 150 micron was used as fine aggregate conforming to zone III of IS:383-2016 [24]. Natural coarse aggregate was quarried from Sudarapuri, Dindigul, Tamil Nadu, India which is passed on 12.5mm and retained on 10mm was used as per IS:383-2016 [24]. Fly ash class F, Sugarcane Bagasse Ash (SBA), and Rice Husk Ash (RHA) were collected from Mettur thermal power plant, Amaravathy sugar mill factory, Palani and Amman rice mill, Dindigul respectively. Both SBA and RHA were used to make as aggregates using pelletization process [25,26,27,28,29]. The sample of agricultural ashes converted into ash aggregates and it is shown in Figure 1. Based on literatures, many materials are available for the partly substitution of fine aggregate. In this experimental work, SBAA and RHAA were utilized as partial replacements of fine aggregate by utilizing agricultural wastes to reduce environmental pollution. Auramix 400 plasticizer which is obtained from Madurai, Tamil Nadu (India) in liquid form was used in this experimental work in order to obtain the required amount of workability in SCC. It was conforming to IS: 9103–1999 [30].

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    Figure 1
    Agricultural ash aggregates.

    The physical properties of materials utilized in this research work such as specific gravity, bulk density, bulk density – loose state and compacted state, fineness modulus, water absorption and impact value were verified with IS code [31,32,33] and listed in Table 1.

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    Table 1
    Materials physical properties.

    2.2. Materials characterization – SBA and RHA

    In this research work, SEM analysis was performed to study the micro and macro structural properties of Sugarcane Bagasse Ash (SBA) and Rice Husk Ash (RHA) as a partial substitution of river sand. The SEM images of SBA and RHA at different magnitude (200µm, 100µm, 50µm and 20µm) are displayed in Figure 2 and 3 respectively.

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    Figure 2
    SEM images at different magnitude – bagasse ash.
    thumbnail of Figure 3
    Figure 3
    SEM images at different magnitude – rice husk ash.

    The SEM images of SBA revealed that its particles are diverse in shape such as tubular, needle, ­prismatic, spherical, and irregular which contain porous and fibrous with various sizes. This study’s findings on SBA morphological features coincide with previous reports [10, 34,35,36]. The microscopic examination of RHA unveiled irregularly shaped particles, some flaky, few tubular and other platelet-like. The sub-micron had a strong propensity to agglomerate. The shape of RHA has been reported in the literature [37, 38] as irregular, tubular, and flaky.

    Various percentages of chemical composition of SBA and RHA contains silica (SiO2), calcium oxide (CaO), magnesium oxide (MgO), iron oxide (Fe2O3), aluminium oxide (Al2O3), sodium oxide (Na2O3), potassium oxide (K2O), manganese oxide (MnO) and loss of ignition (LOI) are presented in Table 2.

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    Table 2
    Chemical compositions of SBA and RHA.

    2.3. SCC mix design for sample preparation

    The mix design for SCC was formulated by doing a trail and error method based on the EFNARC guidelines [39]. Three different types of SCC mixes (Groups 1, 2 & 3) were prepared in terms of fine aggregate replaced with SBAA for Group-1, RHAA for Group-2 (up to 20% at the interval of 5%) and with a combination of SBAA,RHAA for Group-3 (about each 5% to 20% at the interval of 5%) by volume basis. Proportions for various SCC mixes are shown in Table 3. SCC mix was prepared without SBAA and RHAA. While making mixes, the aggregates (SBAA and RHAA) were prewetted for 24-hour period to enhance the stability of SCC [27]. In pre-wet conditions, all ingredients (Fine aggregate, Coarse Aggregate, Cement, SBAA and RHAA) were mixed and finally added Auramix 400 super plasticizer (PCE-based) with proper consistency to enhance the stability of SCC. The mixes were indicated with letters of BA and RH for SBAA and RHAA respectively. Number with a letter (Example: BA05RA05) stating that the percentage of replacement was made.

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    Table 3
    Mix proportion details.

    2.4. SCC samples preparation and curing

    Cube moulds of size (150 × 150 × 150 mm) were used to prepare SCC cubical samples to measure the compressive strength. Cylindrical moulds of (150 mm dia. × 300 mm ht.) size were used to prepare SCC cylindrical samples for measuring tensile strength and finding the modulus of elasticity. The mould Size (500 × 100 × 100 mm) was used to prepare SCC prism samples to performing the test for flexural strength. After 24 hours, the prepared samples were taken out of the corresponding mould and allowed to cure at room temperature for 7, 28, and 56 days while submerged in water.The preparation of SCC sample mixes is shown in Figure 4 and details of mix proportions were displayed in Table 3.

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    Figure 4
    Schematic diagram for preparation of SCC samples and its testing.

    2.5. Program investigations

    In this current study, various experimental investigations for rheological characteristics were conducted in accordance with EFNARC [39] recommendations. Compressive, split tensile, flexural, and modulus of elasticity tests were used to examine the samples’ mechanical characteristics in the hardened state as per IS: 516- 2018 [40].

    3. RESULTS AND DISCUSSION

    3.1. Investigations on rheological characteristics

    Rheological characteristics of SCC partially substituted with SBAA, RHAA and SBAA-RHAA as fine aggregate were displayed in Table 4. From the investigations, it was found that the rheological properties of all the three groups of mixes were satisfied with the norms of EFNARC [39].

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    Table 4
    Results on SCC fresh properties.
    3.1.1. Slump flow test

    From the findings, it was found that there is a trend of increase up to 15 percent replacement and after that decreases up to the maximum percentage of replacement. The reason for the loss of flow for 15percent replacement may be due to the nature (Absorptive) of ashes aggregates. It was found that adding 15 to 20% RHA in mix of SCC leads to little reduction in the slump flow value. Hence, the added benefits of SBAA and RHAA lead to the rising viscous property and falling flow rates because of the larger surface area of the incorporated aggregate ashes [16]. The slump value of all mixes fallin the limits (650–800) as specified in EFNARC guidelines. Therefore, it is indicated high-quality flexibility.

    3.1.2. T50cm slump flow test

    Findings from T50cm slump flow, it was found that the flow time during the slump phase rises from 3.0 to 5.28 seconds until the maximum replacement point. There is a growing pattern of slump flow times at fixed water-to-cement ratio. Incorporation of SBAA will increase flow time which is reported by [41].

    3.1.3. L - box test

    The L-Box ratio (H2/H1) value for all three group mixes indicates, for minimal to maximal ash aggregates replacement, the ratio of L-box decreased from 0.96 to 0.80, respectively. Therefore, measured results are within the specified limits (0.8–1.0) of EFNARC [36].The ratio of L box (H2/H1) at every mix was reported between 0.70 and 0.86 [16]. Because the included ash aggregates are adsorptive in nature, the growing pattern of decline in the SCC mixes’ passing and filling ability due to the addition of RHAA and SBAA raises the need for water and super plasticizer.

    3.1.4. U box test

    It was found that the differences in concrete in terms of height ratio at two vertical sides of the U box were in the range of 9–25mm for both control and ashes-incorporated mixes. The observed value of the U box for all three mixes were fall within the specified limits of EFNARC guidelines [39]. From the findings, it is shows that there is up and down when increasing the percentage of replaced ash aggregates with river sand.

    3.1.5. V funnel test

    The v funnel test’s goal is to ascertain how well concrete flows over time. When the amount of ash aggregates is increased in place of river sand, the time in V-funnel test takes longer. The obtained results of V funnel test in terms of sec. take place between 5.98 and 13.65. According to EFNARC [39 ], the various SCC mixes of V funnel test results fell within acceptable bounds. All three group mixes showed flow time values between 4 and 14.8 secs. Similarly, flow time is increased when the amount of RHA is increased [42].

    3.1.6. J ring test

    From the obtained results, it clearly shows that the flow value of J ring is increased from minimal to maximum (3.78 – 10.18mm) at minimum to the maximum levels of replaced ash aggregates (0, 5%, 10% 15% and 20%) respectively. Therefore, almost all the tested mix formulations fall under the standard limitations [39], which shows good SCC mix passing performance due to the incorporated ashes having a greater affinity for water.

    3.2. Investigations on hardened properties

    The findings of various strength properties of all the mixes were presented in Table 5 along with statistical analysis.

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    Table 5
    Results on hardened properties.
    3.2.1. Compressive strength

    Compressive strength is one of the most crucial mechanical characteristics since it indicates the concrete’s structural value. The compressive strength results of group-1, 2 & 3 mixes were replaced with SBAA, RHAA, and SBAA with RHAA respectively as shown in Figure 5 for different ages 7, 28, and 56 days. The control mix compressive strength was 25.07, 28.64, and 30.84 MPa at 7, 28, and 56 days respectively. In contrast to the control mix, group-1 mixes with 5, 10, 15, and 20% of SBAA as fine aggregates increase strength up to 10 percentages of replacement and observed value was 28.38, 30.80 and 34.74 MPa at 7, 28 and 56 days respectively. When the control mix was compared with SCC group-2 mixes, with the same replacement percentage of RHAA as fine aggregates as in group-1 mix increased strength up to 10% of replacement and observed values was 29.91, 31.85, and 34.48 MPa at 7, 28 and 56 days respectively. The compressive strength for group-3 SCC mixes replaced by the combinations of SBAA with RHAA shows higher strength at 10% replacement and observed value was 27.64, 30.24, 32.34 MPa at 7, 28 and 56 days respectively. From Figure 5, it is clearly depicted that there is an increase trend of strength development pattern at the maximum level of 10% replacement for all the three groups of mixes. It has been shown that the amount of SBAA increases which enhances the compressive strength up to the level of 10% replacement. Because of the pozzolanic activity of ashes, the compressive strength values of SCC mixes increased as the curing ages increased and reduced when blended ash aggregates were added. At 56 days, the highest characteristics strength value of 41.34 MPa was attained due to the highest degree of pozzolanic activity and pores were filled with ashes. However, as blended ash aggregates are more porous and fragile than sand, the compressive strength values fell with additional ash inclusion. It is found that BA105RH10 mixes with the ideal amount of possible pozzolanic activity [17, 42, 43]. Many researchers found that the compression strength is increased maximum at the band about 1–15% substitution. The compressive strength was increased up to 10% replacement of bagasse ash [44,45,46,47]. It occurred as a result of C-S-H gel formation, pozzolanic activity, and micro-filling ability.

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    Figure 5
    Compressivestrengthof SCC mixes.
    3.2.2. Split tensile strength

    The split tensile strength of concrete cannot be determined because of the presence of secondary stresses developed by specimen-holding instrument. As a result, there are many indirect ways to determine concrete’s tensile strength. Findings of tensile strength results of all three group mixes of SCC with various curing ages were placed in Figure 6. It is clearly shown that, when compared with the control mix, 7-days cured SCC group-1 mix with 5, 10, 15, and 20% of SBAA as fine aggregates increase strength up to second level percentage of replacement and observed value was 2.12, 2.34, 2.62, 2.44 and 2.06 MPa. Similarly, at the curing age of 28days, 56 days tensile strength increased for a replacement by about 10% SBAA and the result was 2.44, 2.68, 2.74, 2.52, 2.22, 3.01, 3.17, 3.26, 3.04 and 2.64 MPa respectively. When the control mix compared with SCC group-2 mixes, it increases strength up to 10% percentage of replacement for all curing ages and observed values were 2.12, 2.32, 2.59, 2.48 and 2.10 MPa at 7 days, 2.44, 2.64, 2.72, 2.54 and 2.28 MPa at 28 days, 3.01, 3.13, 3.24, 3.11 and 2.72 MPa at 56 days. Tensile strength results of the group-3 mixes were replaced with combinations of RHAA and SBAA about 5 to 20% at an interval of 5% and it depicts that there is an increase trend of strength development pattern at the maximum level of 10% replacement and the measured value was at 7 days 2.12, 2.96, 2.22, 1.61, and 1.14 MPa at 28 days, 2.44, 3.10, 2.59, 2.01 and 1.56 MPa, at 56 days 3.01, 3.96, 3.16, 2.98 and 1.84 MPa. In this study, splitting tensile strength results were identified to be more adequate. The split tensile strength results of SCC mixes are more satisfactory [48]. This test results demonstrated that both splitting and compressive strengths were influenced by age and ash aggregate replacement in the control mix. It indicates that the strength of SCC mixes replaced with ash aggregates does not increase significantly until they have been cured for a longer period. The reason may due to more absorption capability of ash aggregates and their pozzolanic properties [27, 44, 49].

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    Figure 6
    Split tensile strength of SCC mixes.
    3.2.3. Flexural strength

    It is an indirect method that is utilized to measure the tensile strength of concrete. The maximum resistance of bending when applying the load (Two Point or Three Point) on the specimen can be calculated from this observation. These findings of the flexural strength test are indicated in Figure 7. The result of the Group 1 SCC mix was, at curing ages of 7, 28 and 56 days CM- 4.76, 5.59, 6.72 MPa, BA5RH0 - 5.15, 6.74, 7.44 MPa, BA10RH0 - 5.41, 7.42, 7.95 MPa, BA15RH0- 4.62, 6.52, 6.84 MPa, BA20RH0 – 4.32, 4.89, 5.18 MPa respectively. Similarly, the results of Group 1 and 2 SCC mixes result was at 7, 28, 56 days curing ages about BA0RH5- 5.57, 6.06, 6.97 MPa, BA0RH10 – 6.65, 6.68, 7.86 MPa, BA0RH15 – 5.52, 6.44, 6.70 MPa, BA0RH20 – 4.12, 4.82, 5.15 MPa, BA5RH5–5.58, 6.26, 7.54 MPa, BA10RH10 – 4.78, 5.64, 6.92 MPa, BA15RH15 – 3.53, 4.14, 5.18 MPa and BA20RH20 – 3.01, 3.98, 4.74 MPa. It clearly depicts that there is a significant increment takes place as same as in the cases of both tensile strength and compressive strength test observations. The SCC mix tensile strength was reduced after 10% combination of replacement due to poor bonding of matrix because of filler materials [27, 50, 51]

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    Figure 7
    Flexural strength of SCC mixes.
    3.2.4. Modulus of elasticity

    The property that affects the safety, durability, density, and service life of concrete is its modulus of elasticity. The findings of all three groups of SCC mixes are displayed in Figure 8. Modulus of elasticity (MoE) of SCC mixes was observed at the7, 28, and 56 days curing period. MoE of the control mix (BA0RH0) was 23.34, 27.18, 31.24GPa. For the group-1 SCC mixes (CM, BA5RH0, BA10RH0, BA15RH0 and, BA20RH0), MoE results noted at curing ages of 7, 28 and 56 were25.88, 32.14, 33.84, 26.08, 33.52, 34.46, 25.72, 24.68, 26.12, 19.38, 22.92 and 24.16 GPa respectively. For the group-2 SCC mixes (BA0RH5, BA0RH10, BA0RH15 and, BA0RH20) integrated with RHAA as fine aggregate, MoE results found at curing ages of 7, 28, and 56 were 25.86, 33.94, 35.12, 27.78, 35.24, 36.97, 24.78, 26.24, 29.17, 20.78, 22.56, and 24.42 GPa respectively. For group 3 SCC mixes (BA5RH5, BA10RH10, BA15RH15 and BA20RH20) replaced with similar amount of SBAA and RHAA replaced with fine aggregate and modulus of rupture value were obtained at 7, 28 and 56 curing ages was 25.81, 29.15, 34.48, 24.38, 27.17, 30.86, 22.34, 24.12, 26.44, 19.12, 22.94, and 27.89 GPa respectively. The maximum MoE value was observed as 34.46, 36.98, and 30.86 GPa at 56 days curing age about 10% replacement in groups 1, 2, and 3 of SCC mixes respectively. It clearly shows that the modulus of elasticity is increases linearly from 0 to 10% replacement and a decrease trend was observed after 10 to 20% replacement. It may happen due to the addition of more amount of ashes will absorb more water which leads to decreasing strength. The MoE can be reduced due to the slow rate of pozzolanic reaction which negatively affects the hardened properties of concrete and water binder ratio [52, 53]. Similarly, the same trend was observed in the cases of cubical compressive strength, cylindrical split tensile strength and flexural strength of all three groups of SCC mixes.

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    Figure 8
    Modulusofelasticityof SCC mixes.

    3.3. Micro and Macro structural properties

    The Scanning Electron Microscopy (SEM) analysis was used to examine the microstructure of SCC mixes that included SBAA and RHAA in place of the river sand. The results are shown in Figure 9. The structure of concrete is affected by factors such as period of hydration, w/c ratio, mineral admixtures and cement type considered in the production of concrete. The SEM photographs revealed surface morphology mainly highlighting the shape, size, pores, voids, and C-S-H gel distribution in SCC matrix formulations. In this research, a SEM analysis study was performed on SCC mixes of BA0RH0, BA05RH05, and BA10RH10 are cured at 56 days which duration attained maximum strength with different magnitudes.

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    Figure 9
    Morphological features in BA0RHO (A-B-C), BA5RH5(D-E-F) and BA10RH10 (G-H-I).

    The SEM photographs of the control mix BA0RH0 (A-B-C) and fine aggregate replaced with a combination of SBAA, RHAA each 5% BA05RH05( D-E-F) show more numbers of pores present in the range of 100 to 300µm and 50 to 200µm respectively. At the same time, where the SEM images of optimum percentage replaced SCC mix BA10RH10 shows that comparatively closer packing of particles with less number of pores in the range of minimum 2µm to maximum 100µm due to the pozzolanic nature and filling of incorporated ash aggregates. BA10RH10 SCC mixes were highly compacted and homogeneous distribution of calcium silicate hydroxide gel was indicated.

    4. CONCLUSIONS

    In the aspect of reducing demand of river sand and effectively utilizing agricultural wastes, the blended mixes of SBAA and RHAA have been utilized in this research and considerably made impacts on microstructural characterization, rheological properties and mechanical properties of SCC. The following findings were drawn from the above studies.

    • (i)

      The findings of micro structural characterization study showed that the blended ashes has more pours and an absorbing nature. These characteristics made considerable impacts on fresh and strength properties. Also, it helps to make the concrete as much as densified.

    • (ii)

      Accordingto EFNARC guidelines, all rheological properties of SCC fall with in the specified limit. However, the SCC flow was decreased when the amount of blended ashes increased.

    • (iii)

      The highest compressive strength was observed at 10% replacement ashes for all the three groups of mixes. Also, these findings exhibit that when the volume of substitution increases after 10%, the strength is reduced considerably. Similarly, the hardened properties of SCC mixes such as tensile strength, flexural strength and modulus of elasticity of SCC mixes show an increased trend at the same level of replacements as in compressive strength. It happened because of the inclusion of more amounts of ash aggregates which lead to absorb more amount of water. The absorption of more water will adversely affect the strength of the hardened properties of concrete.

    • (iv)

      The SEM images of SCC mixes replaced with fine aggregate by 10% blended ashes shows that it was packed closely and pores were filled due to its pozzolanic action.

    • (v)

      It is suggested that the study of SCC with blended ash aggregates (SBAA and RHAA) in addition to various fibres with the aim of increasing the strength at all curing ages for future research.

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    Publication Dates

    • Publication in this collection
      06 Mar 2025
    • Date of issue
      2025

    History

    • Received
      30 Nov 2024
    • Accepted
      12 Dec 2024
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