5 research outputs found
āļāļģāļĨāļąāļāđāļĨāļ°āļāļ§āļēāļĄāļāļāļāļāļāļāļāļāļīāļāļĨāļđāļāļĢāļąāļāļāļŠāļĄāđāļāđāļēāļĨāļāļĒāļāļĩāđāļāđāļāļĨāļĩāđāļĄāļāļĢāđāļŠāļģāļŦāļĢāļąāļāļāļĨāđāļāļāļāļĢāļ°āļŠāļēāļāđāļĄāđāļĢāļąāļāļāđāļģāļŦāļāļąāļStrength and Durability of Lateritic Soil Mixed with Fly Ash Geopolymer as a Non-bearing Interlocking Block
āļāļēāļāļ§āļīāļāļąāļĒāļāļĩāđāļĻāļķāļāļĐāļēāļāļģāļĨāļąāļ āđāļĨāļ°āļāļ§āļēāļĄāļāļāļāļāļāļāļāļāļīāļāļĨāļđāļāļĢāļąāļāļāļŠāļĄāđāļāđāļēāļĨāļāļĒāļāļĩāđāļāđāļāļĨāļĩāđāļĄāļāļĢāđ āđāļāļĒāđāļāđāļāļąāļāļĢāļēāļŠāđāļ§āļāļāļīāļāļĨāļđāļāļĢāļąāļāļāđāļāđāļāđāļēāļĨāļāļĒāđāļāđāļēāļāļąāļ 3:1 āļāļąāļāļĢāļēāļŠāđāļ§āļāđāļāđāļāļĩāļĒāļĄāļāļīāļĨāļīāđāļāļ (Na2SiO3) āļāđāļāđāļāđāļāļĩāļĒāļĄāđāļŪāļāļĢāļāļāđāļāļāđ (NaOH) āđāļāđāļēāļāļąāļ 80:20, 70:30 āđāļĨāļ° 50:50 āļāļ§āļēāļĄāđāļāđāļĄāļāđāļāļāļāļ NaOH āļĄāļĩāļāđāļēāđāļāđāļēāļāļąāļ 1, 3 āđāļĨāļ° 5 āđāļĄāļĨāļēāļĢāđ (M) āđāļĨāļ°āļāļēāļĒāļļāļāđāļĄ 7, 14, 28, 60 āđāļĨāļ° 90 āļ§āļąāļ āđāļāļĒāļāļģāļāļēāļĢāļāļāļŠāļāļāļāļēāļĢāļāļāļāļąāļ āļāļģāļĨāļąāļāļāļąāļāđāļāļāđāļāļĩāļĒāļ§ āļāļģāļĨāļąāļāļāļąāļ āđāļĨāļ°āļāļ§āļēāļĄāļāļāļāļāļāļĩāđāļŠāļ āļēāļ§āļ°āđāļāļĩāļĒāļāļŠāļĨāļąāļāđāļŦāđāļāļāļāļāļāļīāļāļĨāļđāļāļĢāļąāļāļāļŠāļĄāđāļāđāļēāļĨāļāļĒāļāļĩāđāļāđāļāļĨāļĩāđāļĄāļāļĢāđ āļāļāļ§āđāļēāļāļąāļāļĢāļēāļŠāđāļ§āļ Na2SiO3:NaOH āđāļĨāļ°āļāļ§āļēāļĄāđāļāđāļĄāļāđāļāļāļāļ NaOH āļĄāļĩāļāļĨāļāđāļāļŦāļāđāļ§āļĒāļāđāļģāļŦāļāļąāļāđāļŦāđāļ āļāļģāļĨāļąāļāļāļąāļāđāļāļāđāļāļĩāļĒāļ§ āļāļģāļĨāļąāļāļāļąāļ āđāļĨāļ°āļāļ§āļēāļĄāļāļāļāļāļāļāļāļāļąāļ§āļāļĒāđāļēāļ āļŦāļāđāļ§āļĒāļāđāļģāļŦāļāļąāļāđāļŦāđāļāļŠāļđāļāļŠāļļāļ āđāļĨāļ°āļāļĢāļīāļĄāļēāļāļŠāļēāļĢāļāļĢāļ°āļāļļāđāļāļāļĩāđāđāļŦāļĄāļēāļ°āļŠāļĄāļāļāļāļāļąāļ§āļāļĒāđāļēāļāļĄāļĩāļāđāļēāđāļāđāļēāļāļąāļ 19.01 kN/m3 āđāļĨāļ°āļĢāđāļāļĒāļĨāļ° 18 āļāļēāļĄāļĨāļģāļāļąāļ āļāļģāļĨāļąāļāļāļąāļāđāļĨāļ°āļāļģāļĨāļąāļāļāļąāļāļŠāļđāļāļŠāļļāļāļāļāļāļāļąāļ§āļāļĒāđāļēāļāļāļāļāļĩāđāļāļąāļāļĢāļēāļŠāđāļ§āļ Na2SiO3:NaOH āđāļāđāļēāļāļąāļ 80:20 āđāļĨāļ°āļāļ§āļēāļĄāđāļāđāļĄāļāđāļāļāļāļ NaOH āđāļāđāļēāļāļąāļ 5 M āļāļĩāđāļāļēāļĒāļļāļāđāļĄ 28 āļ§āļąāļ āļĄāļĩāļāđāļēāđāļāđāļēāļāļąāļ 6.55 āđāļĨāļ° 2.70 MPa āļāļēāļĄāļĨāļģāļāļąāļ āļāđāļēāļāļģāļĨāļąāļāļāļąāļāļŠāļđāļāļāļ§āđāļēāđāļāļāļāđāļĄāļēāļāļĢāļēāļāļēāļāļāļĢāļ°āļĄāļēāļ 2.62 āđāļāđāļē āļāļĢāļīāļĄāļēāļ NaOH āļŠāđāļāļāļĨāļāļĢāļ°āļāļāļāđāļāļāļģāļĨāļąāļāļāļąāļ āļāļēāļĢāļāļđāļāļāļķāļĄāļāđāļģ āđāļĨāļ°āļĢāđāļāļĒāļĨāļ°āļāļēāļĢāļŠāļđāļāđāļŠāļĩāļĒāļāđāļģāļŦāļāļąāļāļāļāļāļāļąāļ§āļāļĒāđāļēāļ āļāļĢāļīāļĄāļēāļ NaOH āļāļĩāđāļŠāļđāļāļāļķāđāļāļŠāļēāļĄāļēāļĢāļāļāļ°āļāļīāļĨāļīāļāđāļēāđāļāđāļāļĩāđāļĄāļ·āđāļāđāļāđāļĢāļąāļāļāļ§āļēāļĄāļĢāđāļāļ āļāļķāđāļāļāļģāđāļŦāđāļāļąāļ§āļāļĒāđāļēāļāļĄāļĩāļāļ§āļēāļĄāđāļāđāļāļĄāļēāļāļāļķāđāļThis research studies the strength and durability of lateritic soil mixed with fly ash geopolymer. The following parameters, i.e. the ratio of lateritic soil (LS) to fly ash (FA) at 3 : 1; the ratio of sodium silicate (Na2SiO3) to sodium hydroxide (NaOH) at 80 : 20, 70 : 30, and 50 : 50; the concentration of NaOH of at 1, 3 and 5 Molar (M); and curing time of 7, 14, 28, 60, and 90 days were investigated in this study. The compaction test, the unconfined compressive strength (UCS), the flexural strength (FS), and the wetâdry cycles of LS mixed with FA geopolymer were evaluated. The test results showed that Na2SiO3 : NaOH ratio and the concentration of NaOH had an effect on dry unit weight, UCS, and FS. The maximum dry unit weight and the optimum liquid alkaline content of the sample were 19.01 kN/m3 and 18% respectively. The maximum UCS and FS of the sample of Na2SiO3 : NaOH at the ratio of 80 : 20 and the concentration of NaOH of 5 Molar at 28 days curing were 6.55 and 2.70 MPa respectively. This maximum UCS was higher than the standard of non-bearing interlocking block at 2.62 times. The amount of NaOH had an effect on UCS, water absorption and weight loss of the sample. The higher NaOH content could leached silica when sample was heated, causing more dense matrix structure
Performance of Asphalt Concrete Pavement Reinforced with High-Density Polyethylene Plastic Waste
This research investigates the possibility of using high-density polyethylene (HDPE) plastic waste to improve the properties of asphalt concrete pavement. HDPE plastic waste contents of 1, 3, 5, and 7% by aggregate weight were used. HDPE plastic waste=stabilized asphalt concrete pavement (HDPE-ACP) was evaluated by performance testing for stability, indirect tensile strength, resilient modulus (MR), and indirect tensile fatigue (ITF). In addition, microstructure, pavement age, and CO2 emissions savings analyses were conducted. The performance test results of the HDPE-ACP were better than those without HDPE plastic waste. The optimum HDPE plastic waste content was 5%, offering the maximum MR, ITF, and pavement age. Scanning electron microscope images showed that the excessive HDPE plastic waste content of 7% caused a surface rupture of the sample. Improvements in the pavement age of the HDPE-ACP samples were observed compared with the samples with no HDPE plastic waste. The highest pavement age of the HDPE-ACP sample was found at an HDPE plastic waste content of 5% by aggregate weight. The CO2 emissions savings of the sample was 67.85 kg CO2-e/m3 at the optimum HDPE plastic waste content
Performance of Asphalt Concrete Pavement Reinforced with High-Density Polyethylene Plastic Waste
This research investigates the possibility of using high-density polyethylene (HDPE) plastic waste to improve the properties of asphalt concrete pavement. HDPE plastic waste contents of 1, 3, 5, and 7% by aggregate weight were used. HDPE plastic waste=stabilized asphalt concrete pavement (HDPE-ACP) was evaluated by performance testing for stability, indirect tensile strength, resilient modulus (MR), and indirect tensile fatigue (ITF). In addition, microstructure, pavement age, and CO2 emissions savings analyses were conducted. The performance test results of the HDPE-ACP were better than those without HDPE plastic waste. The optimum HDPE plastic waste content was 5%, offering the maximum MR, ITF, and pavement age. Scanning electron microscope images showed that the excessive HDPE plastic waste content of 7% caused a surface rupture of the sample. Improvements in the pavement age of the HDPE-ACP samples were observed compared with the samples with no HDPE plastic waste. The highest pavement age of the HDPE-ACP sample was found at an HDPE plastic waste content of 5% by aggregate weight. The CO2 emissions savings of the sample was 67.85 kg CO2-e/m3 at the optimum HDPE plastic waste content
Stabilization of Recycled Concrete Aggregate Using High Calcium Fly Ash Geopolymer as Pavement Base Material
This research investigated high calcium fly ash geopolymer stabilized recycled concrete aggregate (RCA-FAG) as pavement base material. The effect of recycled concrete aggregate (RCA):high calcium fly ash (FA) ratios, sodium silicate (Na2SiO3):sodium hydroxide (NaOH) ratio, and curing time on the unconfined compressive strength (UCS) and scanning electron microscope (SEM) properties of RCA-FAG samples were evaluated. The maximum dry unit weight of the RCA-FAG sample was 20.73 kN/m3 at RCA:FA ratio of 80:20 and Na2SiO3:NaOH ratio of 60:40. The 7-d UCS of RCA-FAG samples increased as the FA content and Na2SiO3:NaOH ratio increased. The 7-d UCS of the RCA-FAG sample was better than that of the RCA with no FA because FA particles filled in RCA particles, resulting in a dense matrix. The 7-d UCS of RCA-FAG samples passed the 7-d UCS requirement for the low-traffic road. All ingredients met the 7-d UCS requirement for the high-traffic road except the sample with RCA:FA of 100:0 and Na2SiO3:NaOH of 50:50 and 60:40. The 7-d SEM images indicated that spherical FA and RCA particles are bonded together, resulting in the dense matrix for all Na2SiO3:NaOH ratios. The proposed equation for predicting the UCS of RCA-FAG offered a good coefficient of correlation, which is useful in designing pavement base material from RCA-FAG material
Stabilization of Recycled Concrete Aggregate Using High Calcium Fly Ash Geopolymer as Pavement Base Material
This research investigated high calcium fly ash geopolymer stabilized recycled concrete aggregate (RCA-FAG) as pavement base material. The effect of recycled concrete aggregate (RCA):high calcium fly ash (FA) ratios, sodium silicate (Na2SiO3):sodium hydroxide (NaOH) ratio, and curing time on the unconfined compressive strength (UCS) and scanning electron microscope (SEM) properties of RCA-FAG samples were evaluated. The maximum dry unit weight of the RCA-FAG sample was 20.73 kN/m3 at RCA:FA ratio of 80:20 and Na2SiO3:NaOH ratio of 60:40. The 7-d UCS of RCA-FAG samples increased as the FA content and Na2SiO3:NaOH ratio increased. The 7-d UCS of the RCA-FAG sample was better than that of the RCA with no FA because FA particles filled in RCA particles, resulting in a dense matrix. The 7-d UCS of RCA-FAG samples passed the 7-d UCS requirement for the low-traffic road. All ingredients met the 7-d UCS requirement for the high-traffic road except the sample with RCA:FA of 100:0 and Na2SiO3:NaOH of 50:50 and 60:40. The 7-d SEM images indicated that spherical FA and RCA particles are bonded together, resulting in the dense matrix for all Na2SiO3:NaOH ratios. The proposed equation for predicting the UCS of RCA-FAG offered a good coefficient of correlation, which is useful in designing pavement base material from RCA-FAG material