Journal articles on the topic 'Optimum Lime Content (OLC)'
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1
James, Jijo, Sivapriya Vijayasimhan, and Eyo Eyo. "Stress-Strain Characteristics and Mineralogy of an Expansive Soil Stabilized Using Lime and Phosphogypsum." Applied Sciences 13, no. 1 (December 22, 2022): 123. http://dx.doi.org/10.3390/app13010123.
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The study involved the utilization of an industrial waste product, Phosphogypsum (PG) as an additive to lime for the stabilization of soil. Three lime dosages, viz. initial consumption of lime (ICL), optimum lime content (OLC) and less than ICL (LICL) were adopted for stabilizing the soil. The study investigated the stress-strain characteristics of soil composites stabilized with these three lime contents modified with optimum dosages of PG. Mineralogical studies were performed on the spent samples used for a series of determinations of unconfined compression strength tests with various combinations of lime and optimum PG content. The addition of an optimum dosage of PG resulted in an early strength gain of 8.8%, 14.1% and 13.9% and a delayed strength gain of 9.9%, 19% and 19.7% for 3%, 5.5% and 7% for the lime-stabilized soil, respectively. It was found that the addition of PG to the lime resulted in enhanced stiffness, residual strength and reduced brittleness due to the PG amendment of the stabilization reactions. However, in terms of the overall improvement of soil properties, the most favorable benefit was obtained by optimal PG modification of ICL rather than OLC. Microanalysis of the X-ray diffraction scatter also supported the results revealed through stress-strain characteristics. ICL with its optimal PG dosage showed a better progression of pozzolanic reactions when compared to the other two in terms of reduction of peaks of soil minerals and increase in peaks of CSH.
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Zukri, Azhani, and Nadiatul Adilah Ahmad Abdul Ghani. "A Study of Soil Stabilization by Hydrated Lime at Kampung Kedaik Asal, Rompin, Pahang, Malaysia." Applied Mechanics and Materials 695 (November 2014): 738–41. http://dx.doi.org/10.4028/www.scientific.net/amm.695.738.
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This study involves the clay sample which is taken from Kampung Kedaik Asal, Rompin site and evaluation of its properties in natural state and after stabilization. The main objectives of this paper is to estimate the optimum lime content (OLC) needed to stabilize the soil by using Eades-Grim pH Test, to determine the optimum moisture content (OMC) and maximum dry density (MDD) of the treated soil by Standard Proctor Test and also the strength value of the soil specimens with different percentages of lime content corresponding with different curing period by Unconfined Compressive Strength (UCS) Test. From this study, the optimum amount to stabilize the clay soil and minimum amount of lime required to stabilize the soil pH level to 12 is 5%. The results showed that addition of lime decreased the maximum dry density (MDD) and increased the optimum moisture content (OMC). Unconfined compressive test on 48 sets of samples has been carried out for 7, 14 and 28 days of curing with different lime contents such as 5%, 7% and 9%. The highest unconfined compressive strength (UCS) achieved is 321 kN/m2 for clay stabilized with 9% lime content cured at 28 days. From the test results, it was found that the longer the immersion of curing period with higher lime content, the greater the compressive strength of the specimen.
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Jairaj, C., M. T. Prathap Kumar, and H. Muralidhara. "Shear Strength of BC-Soil Admixed with Lime and Bio-Enzyme." Materials Science Forum 969 (August 2019): 327–34. http://dx.doi.org/10.4028/www.scientific.net/msf.969.327.
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This BC Soil are expansive in nature and are problematic because of low shear strength and high compressibility. Review of literatures have proven that addition of lime imparts high strength with a corresponding reduction in swell of BC soils. In addition, Bio-enzymes have also been found to play a key role as activators in improving the characteristics of clayey soils such as BC soil. Development and use of non-traditional ground improvement techniques such as bio-enzymes in combination with lime for soil stabilization helps to reduce the cost and the detrimental effects on the soil environment. In the present study lime and bio-enzymes were used as soil stabilizing agents. Compaction test results on BC soil admixed with different percent of lime indicated that 3% addition lime gives higher maximum dry density of 17kN/m3 with OMC of 21% compare to other addition of lime percentages. Keeping 3% of lime as optimum lime content(OLC), BC Soil was admixed with different dosages of Bio-enzymes 25ml/m3, 50ml/m3, 100 ml/m3,150ml/m3, and 200ml/m3 along with OLC was tested for compaction and unconfined compressive strength(UCC). Further UCC test was carried out for different curing period of 0, 7, 15, 30, and 60 Days to analyse the long term effect of BC soil admixed with bio-enzymes with and without lime content. Morphological and chemical analysis was done by using XRD and SEM analysis, from all the test results it was found that 3%OLC + 75ml/m3 of bio-enzymes for 7 day of curing gives higher UCC of 450 kPa. From the SEM it was found that better bond between particles found to develop in bio-enzyme+ lime admixed BC soil in comparison with lime alone admixed BC soil. XRD studies indicated morphological changes in crystallinity and structure of stabilized BC soil in comparison to BC soil alone.
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James, Jijo, Ebenezer Paul Billy Graham David, Mahalakshmi Nagarathinam, Mohan Kumar Thaniyarasu, and Jayapal Madhu. "Pozzolanic benefit of fly ash and steel slag blends in the development of uniaxial compressive strength of lime stabilized soil." Revista Facultad de Ingeniería 28, no. 49 (August 7, 2018): 7–21. http://dx.doi.org/10.19053/01211129.v28.n49.2018.8544.
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This investigation involved the examination of pozzolanic benefits that resulted from the amendment of lime stabilization of a soil by using a combination of two industrial wastes viz. Fly ash (FA) and Steel Slag (SS). Two lime contents (6% and 8%), which represented the control specimens, were selected for stabilizing the soil, one above the Initial Consumption of Lime (ICL) and the other above the Optimum Lime Content (OLC), respectively. The lime to total solid waste ratio was maintained as 1:1, and the FA/SS ratio varied within the total solid waste content adopted for amending lime stabilization. The unconfined compressive strength (UCS) of the stabilized samples were determined by casting UCS specimens of 38 x 76 mm and cured for 2 hours, 7, 14 and 28 days. After curing, the specimens were strained until failure, to study the pozzolanic benefits of adding FA-SS. The results revealed that the addition of FA and SS improved the pozzolanic strength, ranging from 3.5% to 15%. The optimal dosage of FA and SS also varied with the lime content adopted. For the 6% lime content, a FA/SS ratio of 1:1 was found to be optimal, whereas for the 8% lime content, a FA/SS ratio of 3:1 was found to develop the maximum strength. The amendment of lime stabilization with FA/SS clearly brought about the difference in lime stabilization stages, unseen when only lime was adopted as stabilizer.
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James, Jijo. "A Micro-Level Investigation of Optimum Lime-Content Stabilized Expansive Soil Amended with Organic Coconut Shell Powder." Slovak Journal of Civil Engineering 28, no. 1 (March 1, 2020): 1–10. http://dx.doi.org/10.2478/sjce-2020-0001.
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AbstractThe experimental investigation involved stabilizing an expansive soil using lime, amending the stabilization process with varying doses of coconut shell powder (CSP), and studying the effects of the amendment on the strength, index properties, mineralogy, and microstructure of the stabilized soil. The optimum lime content (OLC) for the maximum strength gain of the stabilized soil was determined by performing unconfined compressive strength (UCS) tests. The stabilization process was amended with four different proportions of CSP, and the UCSs of the amended specimens were evaluated and compared. The spent UCS samples were crushed and pulverized to perform index property tests as well as mineralogical (XRD) and micro-structural (SEM) tests. The results of the investigation revealed that amending the lime stabilization process with CSP yielded positive results only at a low dosage of 0.25%. It is concluded that materials of an organic origin such as CSP need to be adopted in low dosages to reap beneficial effects in the stabilization process.
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James, Jijo, and P. Kasinatha Pandian. "Bagasse Ash as an Auxiliary Additive to Lime Stabilization of an Expansive Soil: Strength and Microstructural Investigation." Advances in Civil Engineering 2018 (May 2, 2018): 1–16. http://dx.doi.org/10.1155/2018/9658639.
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The study dealt with the effect of addition of sugarcane bagasse ash (BA) on the strength development of a lime stabilized expansive soil. Unlike previous investigations with combinations of lime and BA, this study compares the effect of lime contents determined by scientifically established procedures and the effect of BA on the stabilization of lime at different proportions with additional microstructural investigations. The minimum lime content required for stabilization known as initial consumption of lime (ICL) was determined using the Eades and Grim pH test as 5.5%. The optimum lime content (OLC) was determined using unconfined compression strength (UCS) tests as 7%. Another lime content less than ICL was randomly adopted as 3%. The three lime contents were mixed with 0.25%, 0.5%, 1%, and 2% BA. UCS samples of dimension 38 mm × 76 mm were prepared at a fixed dry density and moisture content and cured for periods of 2 hours (0 days), 3, 7, 14, and 28 days to study the development of strength and effect of BA. Mineralogical and microstructural analyses were performed on the pulverized UCS samples after failure. The results revealed that the addition of BA increased the immediate, early, and delayed strength of lime stabilized soil further, even when the lime content was lower than ICL. Addition of BA produced maximum immediate, early, and delayed strength gains of 58.3%, 20.7%, and 32.7%, respectively. Higher proportion of BA was required when lime content was above ICL, for maximum strength. Addition of BA resulted in better utilization of quartz in lime-soil reactions leading to formation of CSH and CAH minerals. A dense compact matrix was seen on analyzing the microstructure of the stabilized soil composite.
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James, Jijo, and P. Kasinatha Pandian. "Plasticity, Swell-Shrink, and Microstructure of Phosphogypsum Admixed Lime Stabilized Expansive Soil." Advances in Civil Engineering 2016 (2016): 1–10. http://dx.doi.org/10.1155/2016/9798456.
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The study involved utilization of an industrial waste, Phosphogypsum (PG), as an additive to lime stabilization of an expansive soil. Three lime dosages, namely, initial consumption of lime (ICL), optimum lime content (OLC), and less than ICL (LICL), were identified for the soil under study for stabilizing the soil. Along with lime, varying doses of PG were added to the soil for stabilization. The effect of stabilization was studied by performing index tests, namely, liquid limit, plastic limit, shrinkage limit, and free swell test, on pulverized remains of failed unconfined compression test specimens. The samples were also subjected to a microstructural study by means of scanning electron microscope. Addition of PG to lime resulted in improvement in the plasticity and swell-shrink characteristics. The microstructural study revealed the formation of a dense compact mass of stabilized soil.
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Ramadan, Khaled Z., and Ahmed M. Ashteyat. "Utilization of white cement bypass dust as filler in asphalt concrete mixtures." Canadian Journal of Civil Engineering 36, no. 2 (February 2009): 191–95. http://dx.doi.org/10.1139/l08-124.
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This research was carried out to investigate potential reuses of white cement bypass dust (WCBPD) in the Hashemite Kingdom of Jordan. For this purpose, five different asphalt concrete mixtures were prepared using lime mineral filler (control), 2%, 4%, 6%, and 8% WCBPD substitution for lime mineral filler (LMF). The mixtures were subjected to Marshall testing. Results indicated that the substitution of 2% WCBPD for LMF essentially produced almost the same optimum bitumen content (OBC) as the control mixtures (5.5% by weight of aggregate). The substitution of 4% WCBPD slightly increased the OBC to 5.7% by weight of aggregate without any significant negative effect on asphalt concrete properties (stability, flow, voids in mineral aggregates (VMA), and percent of air voids (Pav)). However, further increase in the substitution ratios (6% and 8%) WCBPD was associated with an increase in the OBC to 6.1% and 6.2%, respectively, which makes them uneconomical mixtures. Thus, 4% WCBPD substitution for LMF would be the optimum used in asphalt paving mixtures.
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Al-Bayati, Hanaa Khaleel Alwan, Abimbola Grace Oyeyi, and Susan L. Tighe. "Experimental Assessment of Mineral Filler on the Volumetric Properties and Mechanical Performance of HMA Mixtures." Civil Engineering Journal 6, no. 12 (November 30, 2020): 2312–31. http://dx.doi.org/10.28991/cej-2020-03091619.
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This research is conducted to evaluate the influence of mineral filler on the volumetric properties, mechanical and field performance of Hot Mix Asphalt (HMA). Two mineral filler types, namely, Hydrated Lime (HL) and Dust Plant (DPt) were used. Three filler proportions were utilized greater than 1% which represents the most applicable percentage, especially for HL, used by the Ministry of Transportation Ontario (MTO). The effect of filler on various volumetric properties including Voids In Mineral Aggregates (VMA), Voids Filled With Asphalt (VFA), dust to binder ratio (Dp) is examined. Mechanical and predicted field performance of HMA to the best filler proportion that meets all the MTO limitations is also investigated. The obtained results indicated that the Optimum Asphalt Content (OAC), VMA, and VFA decrease as the filler content is increased. HMA mixtures that includes DPt filler had the higher values of VMA, VFA, and OAC compared to the hydrated lime. The addition of filler with 2.5% percentage is very successful for both filler types due to satisfying all MTO requirements for volumetric properties of HMA. Based on MTO specifications, the addition of 2.0% filler seems to be unsuccessful for both filler types due to lowering the Dp ratio. Mix design with 3.0% filler was also unsuccessful because of the lower value of OAC meaning that the mix is dry and there is insufficient asphalt binder to coat the aggregate particles. Besides, filler type has a significant effect on the mechanical properties of the HMA mixtures. As a filler in HMA mixtures, the utilization of HL as a portion of 2.5 % leads to a significant improvement in mixture resistance to water and freezing and thawing. The mixtures that included HL have a higher cracking resistance, greater stiffness, and a higher fracture stress than the mixtures that included DPt. Furthermore, predicted field performance indicated better outcomes for mixes with HL compared to DPt mixes. Doi: 10.28991/cej-2020-03091619 Full Text: PDF
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Nemate, Patricia, Feleke Zewge, and Eyobel Mulugeta. "Development of a Point-of-Use Drinking Water Purifier Using Aluminum Oxide-Based Flocculent-Disinfectant Composite." Indonesian Journal of Chemistry 23, no. 3 (May 10, 2023): 636. http://dx.doi.org/10.22146/ijc.79024.
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One in every three people in the world still lacks access to clean drinking water. Aside from microbiological pollution, high fluoride content in drinking water is one of the most serious problems in African countries. This study aimed to contribute to the availability of clean water by developing a point-of-use drinking water purifier using an aluminum oxide-based flocculent-disinfectant composite. Batch experiments were conducted to determine factors affecting fluoride removal efficiency (FRE) and E. coli log reduction efficiency. AO of 75 mg/L, 800 mg/L alum, lime (35% alum dose), and 1.5 mg/L Ca(OCl)₂ doses achieved 95% FRE and 5 log10 reductions of E. coli using 15 mg/L as initial fluoride concentration ([F−]0), and 105 CFU/100 mL E. coli concentration. [F−]0 affected FRE but showed no effect on E. coli log reduction. The optimum pH of the solution for both FRE and E. coli log reduction was found to be in the range of 4–8. Three prototypes in powder form were developed. The prototypes were tested on real water samples from the Ethiopian Rift Valley, and the results were found to be within the drinking water standards, thus indicating the capability of the developed products to purify contaminated water for human consumption.
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Ciancio, D., C. T. S. Beckett, and J. A. H. Carraro. "Optimum lime content identification for lime-stabilised rammed earth." Construction and Building Materials 53 (February 2014): 59–65. http://dx.doi.org/10.1016/j.conbuildmat.2013.11.077.
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SRINIVASAN, MARUWADA, and N. MANOJ KUMAR. "A LABORATORY STUDY OF BITUMINOUS MIXES USING A NATURAL FIBRE." YMER Digital 21, no. 04 (April 29, 2022): 567–79. http://dx.doi.org/10.37896/ymer21.04/57.
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Generally, a hydrocarbon mixture could be a mixture of coarse combination, fine combination, filler and binder. A Hot combine Asphalt could be a hydrocarbon mixture wherever all constituents ar mixed, placed and compacted at warm temperature. HMA is Dense ranked mixes (DGM) called Bituminous Concrete (BC) or gap ranked called Stone Matrix Asphalt (SMA). SMA requires stabilising additives composed of polysaccharide fibbers, mineral fibres or polymers to prevent drain down of the combination. within the gift study, an effort has been created to review the consequences of use of a naturally and domestically out there fibre known as SISAL fibre is employed as stabilizer in SMA associated as an additive in BC. For preparation of the mixes combination gradation has been taken as per MORTH specification, binder content has been varied often from fourdimensional to seven-membered and fibre content varied from 1/3 to most zero.5% of total combine. As a district of preliminary study, ash has been found to result satisfactory Marshall Properties and therefore has been used for mixes in subsequent works. victimization Marshall Procedure Optimum Fibre Content (OFC) for each B.C. and SMA mixes was found to be zero.3%. equally Optimum Binder Content (OBC) for B.C. and SMA were found to be five-hitter and five.2% severally. Then the B.C. and SMA mixes ready at OBC and OFC ar subjected to totally different performance checks like Drain down test, Static Indirect strength check and Static Creep check to judge the consequences of fibre addition on combine performance. it's ended that addition of sisal fibre improve the combination properties like Marshall Stability, Drain down characteristics and indirect strength just in case of each BC and SMA mixes. Ii is ascertained that SMA is healthier than B.C. in respect of indirect tensile strength and creep characteristics.
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Wang, Xin Zhong, Rui Liu, and Shu Jun Peng. "The Tests on the Lime-Treated Expansive Soils Compaction Characteristics." Applied Mechanics and Materials 405-408 (September 2013): 548–53. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.548.
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The compaction characteristics of the lime-treated expansive soils from the planning airport in China's Ankang were studied through the heavy compaction tests. The results show that all these elements such as lime content, water content, soil height, wetting time have a certain effect on dry density. As the lime quality ratio increases, the optimum water content under heavy compacting standard of improved soils increases but the maximum dry density decreases. With the increase of lime content, the effect of water content on dry density decreases while the water content near to its optimum value. Soils with the lower height have higher dry density when compaction energy, lime content and water content unchanged. As the wetting time increases, the maximum dry density shows a decreasing tendency until after 48 h it remained stable. It indicates that with the same lime content the order of primary factors influence on dry density are water content, wetting time, soil height. Finally, the lime stabilizing principle to expansive soil is explained through by applying scanning electron microscope technique.
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Narendra, B. S., P. V. Sivapullaiah, and H. N. Ramesh. "Optimum lime content of fly ash with salt." Proceedings of the Institution of Civil Engineers - Ground Improvement 7, no. 4 (October 2003): 187–91. http://dx.doi.org/10.1680/grim.2003.7.4.187.
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Zhao, Zheng Rong, Lei Wang, and Hong Xia Yang. "Compaction Characteristic of Lime Modified Expansive Soil." Advanced Materials Research 710 (June 2013): 348–51. http://dx.doi.org/10.4028/www.scientific.net/amr.710.348.
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Through compaction test discussed about the compaction characteristics of expansive soil by lime modified in middle of Shandong province. The results show that the optimum moisture content is lower when the expansive soil is cured by dry compaction method, and the maximum dry density is higher. Compaction curve appeared the phenomenon of two peaks when expansive soil is cured by wet compaction method.Lime content of lime improved expansive soil, particle size composition, age and compaction function have influence on compaction curve.With the increase of the quantity of lime, the optimum moisture content increases, the maximum dry density decreases. With the age growth, the optimum moisture content increase slightly,the maximum dry density decreases slightly. The bigger the compaction work, the smaller moisture content is, the larger the maximum dry density is.
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Wen, Yi, Yong He Wang, Hong Bing Xiao, and Chang Zi Qu. "Study about the Compacted Properties of Completely Weathered Granite Improved Soil." Applied Mechanics and Materials 170-173 (May 2012): 482–85. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.482.
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In this paper, through the indoor experiment study of compaction characteristics of completely weathered granite improved soil, analyse the relation of the maximum dry density and the optimum moisture content with lime and cement content, and through the fitting working out the relation curves and fitting formula of the improved soil of the maximum dry density and the optimum moisture content with lime and cement content . Provide reference for similar engineering.
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Zhang, Yuyu, Wanjun Ye, and Zuoren Wang. "Study on the Compaction Effect Factors of Lime-treated Loess Highway Embankments." Civil Engineering Journal 3, no. 11 (December 10, 2017): 1008. http://dx.doi.org/10.28991/cej-030933.
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This paper presents a study to investigate the effects of water content, lime content and compaction energy on the compaction characteristics of lime-treated loess highway embankments. Laboratory compaction tests were conducted to determine the maximum dry density and optimum water content of loess with different lime Contents (0, 3, 5 and 8%), and to examine the effects of water content, lime content and compaction energy on the value of and . In situ compaction tests were performed to obtain the in situ dry density and the degree of compaction of different lime-treated loess. Experimental embankments with different fill materials (0, 3, 5 and 8% lime treated loess) were compacted by different rollers during in situ tests. The results indicate that increases due to the increase of water content . Once water content exceeds , dry density decreases dramatically. The addition of lime induced the increase of and the decrease of . A higher compaction energy results in a higher value of and a lower value of . The value of achieves it’s maximum value when in situ water content was larger than the value of (+1-2%). The degree of compaction can hardly be achieved to 100% in the field construction of embankments. Higher water content and compaction energy is needed for optimum compaction.
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Rather, Zahid Amain, Er. Ravinder Singh, and Dr Puja Sharma. "Use of Rice Husk Ash and Domestic Plastic Wastes in Bituminous Concrete (BC)." International Journal of Research in Informative Science Application & Techniques (IJRISAT) 3, no. 5 (May 10, 2019): 1–11. http://dx.doi.org/10.46828/ijrisat.v3i5.84.
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This paper presents the experimental results on the utilization of Rice Hush Ash (RHA) and Domestic Plastic Wastes as a replacement for mineral filler and Optimum binder content (OBC) in bituminous concrete mixes. Bituminous concrete mixes containing Rice Husk Ash and Domestic Plastic Wastes at different amounts and control specimens were prepared in accordance to Marshall Mix design, and their performance on stability, flow and bulk density were evaluated. Optimum binder content (OBC) and voids analysis were also conducted to compare performance of Rice Husk Ash and Domestic Plastic Wastes at different contents. Results reveal that all Rice Husk Ash and Domestic Plastic Wastes mixes have satisfied the Public Works Department (PWD) specification and MORTH specification on wearing course in regard with Marshall Stability and Flow. This material is potentially to be used as partial or full substitution of mineral filler (stone dust) and Optimum binder content (OBC) in pavement construction. Modified bituminous mixes are expected to give higher life of surfacing depending upon degree of modification and type of additives used. The present study aims at developing bituminous mixes for the Bituminous Concrete (BC) Grade 1 incorporating the plastic wastes, waste tyre tubes and rice husk ash as partial replacement of the bitumen content. In this study, the Stability-Flow analysis for the various BC Grade 1 mixtures with modified binders and with different percentage replacement of bitumen with plastic wastes, waste tyre tubes and rice husk ash are reported.
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Nanjegowda, Vinay Hosahally, M. N. Rathankumar, and N. Anirudh. "Fillers Influence on Hot-Mix Asphalt Mixture Design and Performance Assessment." IOP Conference Series: Earth and Environmental Science 1149, no. 1 (May 1, 2023): 012013. http://dx.doi.org/10.1088/1755-1315/1149/1/012013.
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Abstract Filler’s presence in hot-mix asphalt (HMA) is even though minimal but they do affect its durability characteristics. Many natural and waste materials in the form of fillers have been studied for their effectiveness on HMA mix design and performance characteristics. However, in practice, stone dust (SD) is the preferred filler due to its abundance, ease of availability, and cost-effectiveness. Thus, the major objective of this study was to investigate the effect of locally available materials: stone dust (SD)- natural, hydrated lime (HL) – processed, rice-husk ash (RHA) and fly-ash (FHA)-waste materials on HMA properties based on the factors such as availability, field utilization, cost, and sustainability, while at the same time identify the anomalies of those selected fillers on HMA mix if any. A viscosity grade (VG-30) binder was selected and checked for its fundamental consistency characteristics set forth in Indian standards. In this study, aggregate gradation structure specified as bituminous concrete grading 1 (BC1) in India was designed for the preparation and evaluation of four HMA mixes: (a) BC1 with SD (BC1-SD), (b) BC1 with RHA (BC1-RHA), (c) BC1 with FA (BC1-FA), and d) BC1 with HL (BC1-HL). Fillers: RHA, FA, and HL were studied for their physico-chemical properties. The most recommended filler dosage of 4% by weight of mix was selected and kept uniform for the various BC1 mixes. Marshall method of mix design was performed to identify the optimum asphalt content (OAC) of four different BC1 mixes. The test results of methylene blue value (MBV), german filler value (GFV), and fineness modulus (FM) indicated that RHA includes more micron-to-nano sized particles than the other two fillers (HL and FA). The scanning electron microscope coupled with energy dispersive X-ray results showed that the RHA and FA exhibited similar chemical composition, while HL was identified to be a calcium-based compound. The BC1-RHA mix resulted in non-cohesive mix for the binder content ranging from 4.5 to 6.5%. Additionally, for the binder contents in the range of 7 to 9% the BC1-RHA compacted samples failed to yield air voids of 4% required to arrive at the OAC. The BC1- FA mix showed the highest Marshall stability (26.97 KN) followed by BC1-HL (23.97 kN), and BC1-SD (17.9 kN). Also, retained stability test results of all the three different mixes were in close proximity to each other indicative of the affinity of the fillers to asphalt. The resistance to moisture susceptibility results indicated that HL is the better anti-stripping element followed by FA, and SD. Among the three different filler-based BC1 mixes, BC1-HL mix was adjudged as an effective moisture resistant mix followed by BC1-FA, and BC1-SD. However, a single filler that not only tends to improve the various performance parameters of the mix but be available in abundance and cost-effective is yet to be explored.
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WASSIE, Tadesse Abebe, and Gökhan DEMİR. "COMPACTION CHARACTERISTICS OF SOFT SOIL STABILIZED WITH LIME AND METAKAOLIN-BASED GEOPOLYMER." INTERNATIONAL REFEREED JOURNAL OF ENGINEERING AND SCIENCES, no. 19 (2023): 10–18. http://dx.doi.org/10.17366/uhmfd.2023.19.2.
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Aim: This study was conducted to investigate the effect of lime and metakaolin-based geopolymer on soft soil's compaction characteristics. Method: The compaction was done using an automatic soil compactor according to the ASTM-D698 testing procedure. The geopolymer synthesis was prepared in the ratio of 5%,10% and 15% of the dry weight of the soil using sodium hydroxide and sodium silicate alkali activators. In addition, lime was added in amounts of 6% of the soil's dry weight. Findings: It was discovered that soft soil had an optimum moisture content (OMC) of 26% and a maximum dry density (MDD) of 1.52 g/cm3.However, lime-treated soil has a maximum dry density of 1.47 g/cm3 and an optimum moisture content of 27%. The maximum dry density of the 15% geopolymer-treated soft soil was higher than the soft soil, which was approximately 1.53g/cm3. Conclusion: A reduced maximum dry density and higher optimum moisture content were observed in the soil treated with a lime and geopolymer mixture. The metakaolin-based geopolymer treatment increased the maximum dry density and decreased the optimum moisture content.
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Chen, Jing, Liang Zhou, and Zeng Hui Yan. "Hydrated Lime Content in Asphalt Mastic Based on High Temperature Performances." Applied Mechanics and Materials 40-41 (November 2010): 669–74. http://dx.doi.org/10.4028/www.scientific.net/amm.40-41.669.
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Hydrated lime content in asphalt mastic greatly influences the performances of asphalt mixture. The aim of this paper is to study the hydrated lime to the high temperature characters, resist ability of aging, together with workability. Asphalt mastic made with different content of hydrated lime was used in Dynamic Shear Rheological and Viscosity Tests. The optimum hydrated lime content was proposed in terms of test results above. The results illustrated that hydrated lime was an appropriate addition agent which can improve asphalt mastic properties greatly, however, too much hydrated lime may result in the decrease of asphalt mixture performances, substitution of 30% hydrated lime was proposed as an upper limit.
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Zhou, Liang. "Determination of Hydrated Lime Content in Asphalt Mastic Incorporating High Temperature Performances." Advanced Materials Research 912-914 (April 2014): 81–84. http://dx.doi.org/10.4028/www.scientific.net/amr.912-914.81.
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Different hydrated lime content in asphalt mastic greatly influences the performances of asphalt mixture. The aim of this paper is to study asphalt mastic made with different content of hydrated lime was used in Dynamic Shear Rheological and Viscosity Tests. The optimum hydrated lime content was proposed in terms of test results above. The results illustrated that hydrated lime was an appropriate addition agent which can improve asphalt mastic properties greatly, however, too much hydrated lime may result in the decrease of asphalt mixture performances.
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Khan, Bazid, Abdus Siraj, and Riaz A. Khattak. "Pavement Subgrade Improvement by Lime." Advanced Materials Research 587 (November 2012): 93–96. http://dx.doi.org/10.4028/www.scientific.net/amr.587.93.
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The subgrade soil of western by Pass Road Mardan, Pakistan consists of silty clay belonging to A-6(14) group of the AASHTO soil classification system. The average natural moisture content of the soil is more than 18% which makes it susceptible to water logging and problematic for pavement construction. The aim of this research is to improve the supporting power of the existing subgrade material to carry the proposed traffic safely. For this purpose, lime was incorporated into the soil. Soil samples were prepared containing 0, 4, 6, 8, 10 and 12% lime by weight of the soil. Laboratory tests were conducted for determining particle size distribution, Atterberg limits, optimum moisture contents and maximum dry density and California Bearing Ratio (CBR). From this study it was found that the CBR initially increased with increase in lime content, reaching to a maximum value (35.50 %) at 6% lime content and then decreased with further increase in lime content. The optimum lime content for CBR was found as 6.50% (w/w), which enhanced CBR value by 337% compared to control. A consistent decrease from 1.92 at 0 to 1.763 (g/cm3) at 12% lime was observed suggesting compaction in the material. Results suggested that liming subgrade material is a viable option for improving pavement.
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Kumar, Sujeet, Rakesh Kumar Dutta, and Bijayananda Mohanty. "Engineering Properties of Bentonite Stabilized with Lime and Phosphogypsum." Asian Review of Civil Engineering 3, no. 1 (May 5, 2014): 23–35. http://dx.doi.org/10.51983/tarce-2014.3.1.2201.
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The paper presents the engineering properties such as compaction, unconfined compressive strength, consistency limits, percentage swell, free swell index, California bearing ratio and consolidation of bentonite stabilized with lime and phosphogypsum. The content of lime and phosphogypsum was varied from 0 to 10% to check the improvement in the engineering properties. The results of this study reveal that the dry unit weight and optimum moisture content of bentonite + 8% lime increased with the addition of 8% phosphogypsum. The dry unit weight and optimum moisture content of bentonite + 8% lime increased with the addition of 8% phosphogypsum. The percentage swell increased and free swell index decreased with the addition of 8% phosphogypsum to the bentonite + 8% lime mix. The unconfined compressive strength of the bentonite + 8% lime increased with the addition of 8% phosphogypsum as well as increase in curing period up to 14 days. Beyond a phosphogypsum content of 8%, the unconfined compressive strength decreased. The liquid limit and plastic limit of bentonite + 8% lime increased where as the plasticity index remains constant with the addition 8 % phosphogypsum. The California bearing ratio, modulus of subgrade reaction, secant modulus increased for the bentonite stabilized with lime and phosphogypsum. The coefficient of consolidation of bentonite increased with the addition of 8% lime and no change with the addition of 8 % phosphogypsum. The improved behaviour of the bentonite-lime-phosphogypsum mixture will boost the construction of road pavements on such problematic soils.
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Banzibaganye, Gerard, Emmanuel Twagirimana, and G. Senthil Kumaran. "Strength Enhancement of Silty Sand Soil Subgrade of Highway Pavement Using Lime and Fines from Demolished Concrete Wastes." International Journal of Engineering Research in Africa 36 (June 2018): 74–84. http://dx.doi.org/10.4028/www.scientific.net/jera.36.74.
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The highway pavement quality and lifetime depend on its different layers such as subgrade, sub-base and base courses. It is of great importance for subgrade soil layer to have the excellent properties as it is the one to lower or increase the project cost. This paper discusses the utilization of lime and fines from concrete waste to enhance the strength of silty sand soil. California Bearing Ratio (CBR) and shear strength were evaluated. The content such as 0%, 2%, 4%, 6%, 8% and 10% were used. The CBR and shear strength of soil increased with the increase of lime or concrete content. The optimum lime and concrete content which maximized CBR were 6% and 8% respectively. The shear strength improvement was also noticed. No optimum content from both stabilizers which gave maximum shear strength.
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Abdul Bakil, Siti Natrah, Rosniza Hussin, and Abu Bakar Aramjat. "Effects of Soda Lime Silicate Content on Industrial Stoneware Bodies Prepared by Pressing Method." Materials Science Forum 888 (March 2017): 71–75. http://dx.doi.org/10.4028/www.scientific.net/msf.888.71.
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Stoneware clay includes ball clay in every respect except that do not sintering to a white product. Indeed, stoneware containing soda lime silicate could improve physical and mechanical properties. Thus, the aim of this study was to investigate influence of soda lime silicate content on industrial stoneware bodies with different weight percent (wt%) at sintering temperature 950 °C and 1100 °C. Rectangular sample were produced by uniaxial pressing at 40 MPa. Chemical composition was determined by using XRF. The thermal behavior was determined by thermogravimetric and different thermal analysis (TGA-DTA). The scanning electron microscopy (SEM) was used for microstructure analysis. The water absorption of the sample was determined using Archimedes’ method. The mechanical strength of stoneware bodies is important for many type applications and can be determined by measuring flexural strength (MOR). The water absorption decreased with optimum weight percent (wt%) of soda lime silicate into industrial stoneware bodies. The experimental result showed that desirable properties of stoneware bodies can be achieved with 5 wt% of soda lime silicate. As conclusion, optimum 5 wt% of soda lime silicate will influence physical and mechanical properties of industrial stoneware bodies.
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Ávila, Fernando, Esther Puertas, and Rafael Gallego. "Experimental evaluation of the optimum lime content and strength development of lime-stabilized rammed earth." International Journal of Computational Methods and Experimental Measurements 9, no. 3 (August 25, 2021): 238–48. http://dx.doi.org/10.2495/cmem-v9-n3-238-248.
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Kim, Myeonghwan, and Seongjun Eom. "Measuring Compressive Strength Characteristics of Soil-Dobak-Glue Mixtures over Curing Time." Advances in Civil Engineering 2022 (January 12, 2022): 1–10. http://dx.doi.org/10.1155/2022/1193813.
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The building materials used by mankind in the past, such as stone, soil, and wood, have been environment-friendly. However, the various building materials invented over time with the development of the industrial age pose problems such as environmental hormone generation and waste generation/disposal. To overcome these problems, building materials based on soil, a traditional building material, are being developed by researchers. However, the improvement in soil’s structural characteristics is insufficient as it excessively emphasizes efficacy and function only. In this study, lime and Dobak-glue were mixed with soil to solve the structural problems and improve the strength of soil, and water content and change in strength in accordance with curing time were tested. In order to understand the change in strength, a compaction test was performed by preparing a standard specimen based on the optimum water content and maximum dry density. The lime mix required optimum water content and quantity of lime equal to 3% of soil weight, while the Dobak-glue mix was prepared by soil mixing in the same weight ratio as optimum water content. Changes in water content and compressive strength were measured over curing time of 3, 7, and 28 days. Three specimens, lime mixed specimen, Dobak-glue mixed specimen, and standard specimen, were prepared, and their water content and compressive strength values were averaged. Although the change in water content according to the curing period differed depending on the material mixed with soil, there was no significant difference between 7.12% and 2.82% after 7 days. As for the change in compressive strength, the initial compressive strength in lime mixed specimen was excellent, but the Dobak-glue mixed specimen displayed the greatest strength after 7 days. To conclude, Dobak-glue is an eco-friendly material, and it can be very useful in compensating for the structural shortcomings of soil.
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Kong, Dequan, Jianxun Chen, Rong Wan, and Hongli Liu. "Study on Restoration Materials for Historical Silty Earthen Sites Based on Lime and Starch Ether." Advances in Materials Science and Engineering 2020 (June 28, 2020): 1–16. http://dx.doi.org/10.1155/2020/2850780.
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The relics built with soil are called earthen archaeological sites. Many silt earthen sites exposed to natural environment get seriously damaged and thus require urgent restoration with suitable materials. Previously, lime and glutinous rice slurry were used in the construction of earthen sites. However, lime is usually used in clay, and glutinous rice pulp is difficult to prepare and use on a large scale. Therefore, in this study, starch ether was selected to replace glutinous rice pulp. Lime and starch ether were added to silt as single or double additives, respectively, to prepare the corresponding single-mixed and multiple-mixed modified soil samples. Furthermore, the direct shear test and compression test were carried out and the optimum content was determined. The strength and durability of optimum modified materials were compared with those of the original site soil. When the lime content was 9% or the concentration of starch ether solution was 5%, the shear strength and compression resistance ability of single-mixed modified soil were improved significantly. When lime content was 6% and starch ether solution was 5%, the strength of multiple-mixed modified soil was the best, and the maximum cohesion and internal friction angle were 51.1 and 3.37% higher than those of single-mixed soil, respectively. The strength and durability of the optimum modified soil were similar to or higher than those of the site soil. Thus, it is feasible and effective to use lime together with starch ether as restoration material for silty earthen sites.
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Islam, Md Rafizul, and Animesh Chandra Roy. "PREDICTION OF CALIFORNIA BEARING RATIO OF FINE-GRAINED SOIL STABILIZED WITH ADMIXTURES USING SOFT COMPUTING SYSTEMS." Journal of Civil Engineering, Science and Technology 11, no. 1 (April 26, 2020): 28–44. http://dx.doi.org/10.33736/jcest.2035.2020.
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The main focus of this study was to predict California bearing ratio (CBR) of stabilized soils with quarry dust (QD) and lime as well as rice husk ash (RHA) and lime. In the laboratory, stabilized soils were prepared at varying mixing proportions of QD as 0, 10, 20, 30, 40 and 50%; lime of 2, 4 and 6% with varying curing periods of 0, 7 and 28 days. Moreover, admixtures of RHA with 0, 4, 8, 12 and 16%; lime of 0, 3, 4 and 5% was used to stabilize soil with RHA and lime. In this study, soft computing systems like SLR, MLR, ANN and SVM were implemented for the prediction of CBR of stabilized soils. The result of ANN reveals QD, lime and OMC were the best independent variables for the stabilization of soil with QD, while, RHA, lime, CP, OMC and MDD for the stabilization of soil with RHA. In addition, SVM proved QD and lime as well as RHA, lime, CP, OMC and MDD were the best independent variables for the stabilization of soil with QD and RHA, respectively. The optimum content of QD was found 40% and lime 4% at varying curing periods to get better CBR of stabilized soil with QD and lime. Moreover, the optimum content of RHA was also found 12% and lime 4% at varying curing periods to get better CBR of stabilized soil with RHA and lime. The observed CBR and selected independent variables can be expressed by a series of developed equations with reasonable degree of accuracy and judgment from SLR and MLR analysis. The model ANN showed comparatively better values of CBR with satisfactory limits of prediction parameters (RMSE, OR, R2 and MAE) as compared to SLR, MLR and SVM. Therefore, model ANN can be considered as best fitted for the prediction of CBR of stabilized soils. Finally, it might be concluded that the selected optimum content of admixtures and newly developed techniques of soft computing systems will further be used of other researchers to stabilize soil easily and then predict CBR of stabilized soils.
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Lin, Yang, Jian Xin Cao, and Qian Lin. "Influence Mechanism of Lime on Strength and Water-Resistance Properties of Phosphogypsum Autoclaved Brick." Applied Mechanics and Materials 204-208 (October 2012): 1492–98. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.1492.
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Influence mechanisum of lime on the strength and water-resistance properties of phosphogypsum autoclaved brick is exploited for the manufacture of preparing phosphogypsum autoclaved brick. Results of XRD and SEM analysis of phosphogypsum and phosphorous slag powder, influence of lime on the properties of phosphogypsum autoclaved bricks, phase composition, microstructure and thermal analysis of phosphogypsum autoclaved bricks with different lime content, and influence mechanisum of lime on the strength and water-resistance properties development have been discussed. The test results reveal that (a) when the dosage of lime is zero, the major mineral compositions of the autoclaved bricks are CaSO4 and SiO2, thus the strength and water-resistance properties of the bricks are poor, (b) optimum lime to phosphorous slag powder and phosphogypsum ratio yielding maximum strength and Softness coefficient is about 0.03, (c) excess lime beyond the optimum limit (in this case 5%) can remain unreacted and act as weak filler in the phosphogypsum autoclaved bricks leading to reduction in strength and water-resistance properties.
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Tilak B., Vidya, Rakesh Kumar Dutta, and Bijayananda Mohanty. "Effect Of Coir Fibres On The Compaction And Unconfined Compressive Strength Of Bentonite-Lime-Gypsum Mixture." Slovak Journal of Civil Engineering 23, no. 2 (June 1, 2015): 1–8. http://dx.doi.org/10.1515/sjce-2015-0006.
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Abstract This paper presents the effect of coir fibres on the compaction and unconfined compressive strength of a bentonite-lime-gypsum mixture. The coir fiber content varied from 0.5 to 2 %. The results indicated that the dry unit weight and the optimum moisture content of a bentonite – lime mix increased with the addition of gypsum. The unconfined compressive strength of the bentonite increased with the increase in the lime content up to 8 %. Beyond 8 %, the unconfined compressive strength decreased. The dry unit weight of the reference mix decreased, and the optimum moisture content increased with the addition of coir fibre. The unconfined compressive strength of the bentonite + 8 % lime mix increased up to 4 % with the gypsum. Beyond 4 %, the unconfined compressive strength decreased. The unconfined compressive strength of the reference mix increased with the addition of coir fibre up to a fibre content of 1.5 %. The unconfined compressive strength of the reference mix-coir fibre composite was less in comparison to the reference mix. The unconfined compressive strength of the bentonite increased with the addition of lime and gypsum and with the increase in the curing period. The improvement in the post-peak region was better for the reference mix with reinforced coir fibres as compared to the unreinforced reference mix. The improved post-peak behaviour of the bentonite-lime-gypsum-coir fibre mixture could boost the construction of temporary roads on such problematic soils. Further, its use will also provide an environmental motivation for providing a means of consuming large quantities of coir fibres.
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Kennedy, Charles, and Akinbuluma Ayodeji Theophilus. "Comparison of Costus dewevrei De Wild. and T. Durand Admixture with Lime and Cement in Soil Stabilization." Scholars Journal of Engineering and Technology 11, no. 03 (March 15, 2023): 25–33. http://dx.doi.org/10.36347/sjet.2023.v11i03.002.
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The study investigated the use of cement and lime as composite mixture with Costus dewevrei De Wild. & T. Durand as for soil stabilization aimed at improving the properties of expansive soils used for road pavement. The maximum dry density (MDD), optimum moisture content (OMC), consistency limits, California bearing ratio (CBR) and unconfined compressive strength (UCS) of the soil were subjected test to ascertain the performances of the cement and lime with bagasse composite. The results showed that the composite materials improved the soil properties, but the maximum dry density (MDD), optimum moisture content (OMC), liquid limit (LL), plasticity index (PI), California bearing ratio (CBR) and unconfined compressive strength (UCS) of the expansive soil stabilized with cement and bagasse ash composite were greater than the soil samples stabilized with lime and bagasse ash composite. Meanwhile, the value of plastic limit (PL) obtained from the soil sample stabilized with lime and bagasse ash was higher than the value recorded in the soil sample stabilized with cement and bagasse ash. The optimum values UCS and CBR were recorded at 8% combined proportion of bagasse ash with cement and lime. Therefore, the improvement recorded in the soil properties proved that the combined effect of bagasse ash obtained from Costus dewevrei De Wild. & T. Durand and cement or lime, is effective and can be applied as stabilization material to reduce shrinkage and swelling of expansive soil that often lead to road pavement failure.
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Al-Tameemi, Hadeel, and Abdul-Kareem Al-Rubaiee. "Improvement of Gypsiferous Soils Properties by Hydrated Lime in the Najaf City, Middle of Iraq." Iraqi Geological Journal 55, no. 2F (December 31, 2022): 149–61. http://dx.doi.org/10.46717/igj.55.2f.10ms-2022-12-25.
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This study includes the effect of lime addition on the engineering properties of gypseous soil taken from a part of the Najaf- Karbla plateau (52, 48, 72% gypsum). Also this study shows increase in the proportion of gypsum in the soil in the northwest direction of the study area. Maximum dry density and optimum moisture content (2.065, 2.025 and 2.003) at 15%, 14% and 15% respectively for the three samples. The maximum dry density decrease while optimum moisture content increases with increasing ratio of hydrate lime. The results show that the gypscous soil becomes non - plastic when treated by > 3 % of hydrated lime. Cohesion Force, with the increase in the percentage of lime from 3% to 6%, after which it decreases as the percentage addition of lime to reach zero when the addition became 9%. The reason for this is that the lime increases the cohesion strength between molecules to the limit of adding 6%, then the cohesion decreases to zero when 9% is added lime. The results of a liquid limits are changed and the soil becomes more liquidity limit when it's treated due to the hydrated lime increases liquid limits significantly, and it becomes clear that the limit of liquidity. After which the lime molecules work to separate the molecules from each other, and the cohesion force decreases. It is also noted that the internal friction angle decreases with the increase in the percentage of lime.
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Teddy, Zalwango, Bazairwe Annette, and Safiki Ainomugisha. "Blending Lime with Sugarcane Bagasse Ash for Stabilizing Expansive Clay Soils in Subgrade." Journal of Engineering and Technological Sciences 53, no. 5 (November 11, 2021): 210510. http://dx.doi.org/10.5614/j.eng.technol.sci.2021.53.5.10.
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Expansive soils constitute one of the most frequently encountered and challenging soils to geotechnical engineers. This study assessed the possibility of utilizing sugarcane bagasse ash (SCBA) by partially replacing slaked lime to stabilize expansive clay soils. The soil samples were picked from Muduuma area, Mpigi district, Central Uganda. Experimental tests of linear shrinkage (LS), plasticity index (PI), and California Bearing Ratio (CBR) were conducted on both unstabilized soil and SCBA-lime treated samples. The SCBA-lime mixture was prepared by partially replacing 5% lime with SCBA at 2, 4, 6, 8, and 10% by weight. Hence, SCBA was used in proportions of 0.1, 0.2, 0.3, 0.4, and 0.5% by dry weight of the soil. The addition of lime greatly lowered the PI and LS, which later increased with the addition of the SCBA. The maximum dry density was generally lowered with the addition of lime and SCBA, from 1.87 g/cm3 to 1.58%. The CBR increased with SCBA-lime addition from 12% for unstabilized soil up to 48% at 6% SCBA replacement. The optimum lime replacement was established as 6% SCBA lime replacement based on CBR criteria. At the 6% optimum, the optimum moisture content (OMC) was 1.7 Mg/m3, LS was 10%, and PI was 20%. This study demonstrated the potentiality of SCBA as a novel construction material, specifically by partially reducing the usage of the unsustainable, non-environmentally friendly lime. It is also expected to enable using currently unsuitable clays from the region.
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M. I, El-Sharif, Alyamani A. A, and Mutasim A. A. "Lime –Metakaolin Interaction." FES Journal of Engineering Sciences 9, no. 2 (February 22, 2021): 21–27. http://dx.doi.org/10.52981/fjes.v9i2.672.
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The standard mix ratio of lime: pozzolana specified by all standards is 1:2 by weight to produce lime pozzolan cement (LPC) with the minimum required strength of 4 MPa. This ratio may be affected by many factors such as the quality of lime and pozzolana, in adition to the quantity of amorphous silica in pozzolana. In this paper a local kaolin and lime were investigated for their chemical, physical, mineralogical, and thermal properties, using various techniques such as XRF, DTG/DSC, and XRD. The produced metakaolin (MK) and hydrated lime (CH) were first tested for their reactivity, then different ratios of 1:2, 1:3, and 1:4 (lime: metakaolin) were tested to determine the optimum mix ratio of (LPC). The chemical, physical, and mineralogical analysis of samples showed their congruent with standard specifications adopted. The chemical analysis results showed that the local kaolin has composition with a SiO2+Al2O3+Fe2O3 content of 79.96%. The reactivity of MK toward CH is found to be within the limitation of standards. The mortar samples, made with a binder of ground MK and CH, developed a 28 days compressive strengths of 4.9, 14, and 16 MPa, for 1:2, 1:3, and 1:4 (CH: MK ) respectively. These findings suggest that LPC can be produced with high compressive strength if an optimum lime to pozzolana ratio is achieved.
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Mekaideche, K., F.-E. M. Derfouf, A. Laimeche, and N. Abou-Bekr. "Influence of the Hydric State and Lime Treatment on the Thermal Conductivity of a Calcareous Tufa." Civil Engineering Journal 7, no. 3 (March 3, 2021): 419–30. http://dx.doi.org/10.28991/cej-2021-03091663.
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An experimental study was conducted to investigate changes of thermal conductivity of a raw and lime-treated calcareous tufa (north-west of Algeria) during drying process. Treated (with 4% of lime) and untreated samples were prepared by static compaction at the Standard Proctor Optimum (SPO), Modified Proctor Optimum (MPO) and at a constant stress level of 4 MPa. Transient Hot Wire (THW) method was used to measure the thermal conductivity and the water content and degree of saturation of samples were determined at various drying times. Results show that the drying process induces a decrease in thermal conductivity. This parameter seems to vary linearly with the water content and the degree of saturation. In addition, it was found that the lime treatment leads also to a decrease in the thermal conductivity. Thus, the drying process and the lime treatment will jointly contribute to the reduction of the thermal conductivity of the studied material in such a way that it is more insulating than some traditional building materials like concrete or fired bricks. Doi: 10.28991/cej-2021-03091663 Full Text: PDF
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Babatunde, Annafi Qaudri, Eberemu Adrian Oshioname, Yohanna Paul, and Osinubi Kolawole Junwolo. "Effect of Elapsed Time after Mixing on the Strength Properties of Lime–Iron Ore Tailings Treated Black Cotton Soil as a Road Construction Material." Infrastructures 5, no. 11 (October 25, 2020): 89. http://dx.doi.org/10.3390/infrastructures5110089.
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The study evaluated the effect of elapsed time after mixing on the strength properties of lime and iron ore tailings (IOT) treated black cotton soil (BCS) (an expansive tropical black clay) as road construction material. BCS was treated with 0, 2, 4, 6, and 8% lime and 0, 2, 4, 6, 8, and 10% IOT content by dry weight of soil. Tests carried out include Atterberg limits, compaction, unconfined compressive strength (UCS), California bearing ratio (CBR) (unsoaked condition), and microstructure of specimens. Statistical analysis was done using MINI-TAB software. Results show that the liquid limit (LL) of BCS–lime–IOT mixtures decreased with increase in lime and IOT content. The LL values of all the treated BCS increased between 0 and 1 h elapsed time after mixing. On the other hand, the plastic limit (PL) of BCS decreased with increase in lime and IOT content while the plasticity index (PI) decreased from 27.7 to 22.9% for 0% lime/0% IOT content and from 30.6 to 26.6% for 0% lime/10% IOT content. Maximum dry density (MDD) of BCS increased while optimum moisture content (OMC) decreased with higher IOT content. The natural BCS recorded OMC value of 25.6% decreased to 15.2% for 8% lime/10% IOT treatment. The strength (i.e., UCS and CBR values) increased with increase in lime/IOT contents between 0 and 2 h elapsed time after mixing. Peak values were recorded for 8% lime/8% IOT treatment for all lime content considered. Regression analysis shows a strong relationship between the strength properties and the soil parameters. An optimal 8% lime/8% IOT treatment of BCS for elapsed time after mixing not exceeding 2 h was established and is recommended as sub-base material for low-trafficked roads.
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Sarsam, Saad I., Abeer A. Salih, and Suha Ghazi Abdullah. "Effect of Hydrated Lime on the Properties of Roller Compacted Concrete." Journal of Engineering 19, no. 3 (May 18, 2023): 377–87. http://dx.doi.org/10.31026/j.eng.2013.03.07.
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Roller compacted concrete (RCC) is a concrete of no slump, no reinforcement, no finishing, and compacted using vibratory roller. When compared with conventional concrete, it contains less water contentwhen compared to traditional concrete. The RCC technique achieves significant time and cost savings during the construction of concrete. This study demonstrates the preparation of RCC slab of (38 ×38× 10) cmsamples by using roller compactor which is manufactured in local markets. The Hydrated lime additive is used to study the mechanical and physical properties of that RCC slab samples. This investigation is dividedinto two main stages: The First stage consists of hammer compaction method with two gradation of aggregate, dense and gap graded aggregate, using five percentages of cement content (10, 12, 14, 16, and 18) as a percentage of the total aggregate content. This stage is carried out for selecting the maximum dry density, optimum moisture content, and optimum cement content which is utilized in RCC slab samplesconstruction, a total of 49 cylinder samples sized (10 cm diameter and 11.6 cm high) are prepared. The Second stage is classified into two sub stages; the first one consists of constructing RCC slab samples using roller compaction, 12% cement as a percentage of total aggregate weight has been used according to the data obtained from first stage, this group presents reference mixes without additives. While the second sub stage presents RCC mix with hydrated lime additive and with the same gradation of mixes compact by hammer compaction method, hydrated lime was implemented as (5, 10, 12, and 15) percentageas a partial replacement of cement content. Both of physical and mechanical properties of RCC are studied using cores, sawed cubes, and sawed beams obtained from RCC slab samples. The properties studied were porosity, absorption, and compressive strength, splitting tensile strength and flexural strength by using third point loading method. The results show that hydrated lime improved the overall properties of RCC as compared to reference mix. Mixes with 5% lime give the optimum values for most of strength properties. Dense graded mixes with hydrated lime show superior properties as compared to gap graded mixes.
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Achampong, Francis, Mumtaz Usmen, and Takaaki Kagawa. "Evaluation of Resilient Modulus for Lime- and Cement-Stabilized Synthetic Cohesive Soils." Transportation Research Record: Journal of the Transportation Research Board 1589, no. 1 (January 1997): 70–75. http://dx.doi.org/10.3141/1589-12.
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The effects of deviator stress, molding moisture content, stabilizer type and content, curing period, and soil type on the resilient modulus (Mr) of lime- and cement-stabilized cohesive soils were investigated by using Hydrite R (kaolinite) and sodium bentonite (montmorillonite) blends. It was found that Mr increases with decreasing deviator stress, increasing lime and cement content, and extended curing period. Moisture variations around optimum had little effect on Mr with higher lime contents. Multiple regression analyses and Student's t-tests indicated that all the factors investigated were significant and could be related to Mr by predictive regression equations. For a given stabilizer type and content, the low-plasticity clay (CL) soil produced the best results. The cement-stabilized CL soil normal cured for 28 days produced the highest Mr value. However, cement stabilization was not found to be very effective for the high-plasticity clay (CH) soil. Mineralogical composition has a marked effect on the Mr of lime and cement-stabilized cohesive soils. Kaolinitic CL soils work better than montmorillonitic CH soils with both lime and cement.
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Ebailila, Mansour, John Kinuthia, and Jonathan Oti. "Role of Gypsum Content on the Long-Term Performance of Lime-Stabilised Soil." Materials 15, no. 15 (July 22, 2022): 5099. http://dx.doi.org/10.3390/ma15155099.
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The role of gypsum level on the long-term strength and expansion of soil stabilised with different lime contents is not well understood. This research, therefore, studied the effect of varying gypsum concentrations of 0, 3, 6, and 9 wt% (equivalent to the sulfate contents of 0, 1.4, 2.8, and 4.2%, respectively) on the performance of sulfate soil stabilised with two lime levels (4 and 6 wt%). This was carried out to establish the threshold level of gypsum/lime (G/L) at which the increase in G/L ratio does not affect the performance of lime-stabilised sulfate soil. Both unconfined compressive strength (UCS) and expansion, along with the derivative thermogravimetric (DTG) analysis, were adopted to accomplish the present objective. Accordingly, the result indicated that the strength and expansion were proportional to the lime and sulfate content, of which a G/L ratio of 1.5 was the optimum case scenario for UCS, and at the same time, the worst-case scenario for expansion. This discovery is vital, as it is anticipated to serve as a benchmark for future research related to the design of effective binders for suppressing the sulfate-induced expansion in lime-stabilised gypseous soil.
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Ijimdiya, Thomas Stephen. "Evaluation of Lime Treated Oil Contaminated Soils for Use in Waste Containment Applications." Advanced Materials Research 824 (September 2013): 66–72. http://dx.doi.org/10.4028/www.scientific.net/amr.824.66.
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This paper presents the results of an evaluation of lime treated oil contaminated soil for use in waste containment systems. Soil samples were treated with up 6 % lime contents. Specimens were prepared at optimum moisture content and compacted using British Standard Light (BSL) or Standard Proctor (relative compaction = 100%) to evaluate its effectiveness when used in waste containment applications. The hydraulic conductivity values increased with higher lime contents but were less than 1 x 10-9 m/s required for a liner material.
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Ma, Jinrong, Yunhe Su, Yuyi Liu, and Xiangling Tao. "Strength and Microfabric of Expansive Soil Improved with Rice Husk Ash and Lime." Advances in Civil Engineering 2020 (October 30, 2020): 1–8. http://dx.doi.org/10.1155/2020/9646205.
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Expansive soil has harmful effect on engineering. Rice husk ash (RHA) has high pozzolanic activity, so it can form new cementing material with lime or cement to solidify soil. In this paper, the tests of free expansion rate, water ratio limit, and optimum moisture content (OMC) are carried out; then, RHA and lime were added to artificial soil in different proportions of 5, 10, 15, and 20% by weight, in which the ratio of RHA to lime is 80 : 20. The unconfined compressive strength (UCS) in different curing age is measured, and the improvement effect of RHA and lime to expansive soil can be obtained. Finally, the reason of improvement effect is explained by using the scanning electron microscope (SEM). The results of the study show that (1) for the best utilization effect, the optimum percentage of RHA is 12% and lime is 3%; (2) the UCS is 2.6 times of the pure soil after curing of 14 d under the optimum percentage; (3) the curing age has a significant effect on strength; (4) the main reason for the strength increase of the modified soil is that the crystal produced by the pozzolanic activity fills the pores of the soil.
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Rocha, Gissele Souza, Claudio Henrique de Carvalho Silva, Heraldo Nunes Pitanga, Ecidinéia Pinto Soares de Mendonça, Dario Cardoso de Lima, and Gustavo Diniz da Côrte. "Effect of lime on the mechanical response of a soil for use in unpaved forest roads." Acta Scientiarum. Technology 42 (November 29, 2019): e44764. http://dx.doi.org/10.4025/actascitechnol.v42i1.44764.
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The main objective of this study was to propose the application of soil-lime mixtures asa primary coating layerof unpavedforestroads based on the premise that this layer can be considered mechanically similar to a flexible pavementsub base layer, aiming to fill a gap in the current technical literature and engineering practice in this field of knowledge. In the study, a laboratory test program was carried out in a residual gneiss soil encompassing: (i) geotechnical characterization tests; (ii) compaction tests at the standard Proctor energy on soil specimens and on soil-lime mixturespecimens prepared with lime contents of 2, 4 and 6% related to the dry soil mass; (iii) unconfined compressive strength tests on soil specimens compacted at the standard Proctor optimum parameters; and (iv) unconfined compressive strength tests on specimens of soil-lime mixtures compacted at the standard Proctor optimum compaction parameters with lime contents of 2, 4 and 6%, and cured at 22.8°C in the curing periods of 3, 7, 28 and 90 days. The results showed that the addition of lime resulted in: (i) reduction in soil maximum dry unit weight (gdmax) and increase in soil optimum water content (wopt);and(ii) significant gains in soil unconfined compressive strength that evidenced the expressive occurrence of pozzolanic reactions in the mixtures.Based on the hypothesis of a similar requirement for soil-cement and soil-lime mixtures, the tested soil-lime mixtures met the minimum mechanical strength (1.2MPa) required for application as a primary coating layer of unpaved forest roads.
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Al-Juari, Khawla A. "Volume Change Measurement of Collapsible Soil Stabilized with Lime and Waste Lime." Tikrit Journal of Engineering Sciences 16, no. 3 (September 30, 2009): 38–54. http://dx.doi.org/10.25130/tjes.16.3.04.
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This paper presents a series of laboratory tests to evaluate the effects of lime and waste lime on the volume change and strength characteristics of moderately collapsible soil selected from Al-Rashidia in Mosul city. The tests are performed at different percentages of lime and waste lime of 0, 0.25, 0.5, 1.0, 2.0, 3.0, 4.0, 6.0 and 8.0% by dry weight of soil. One dimensional compression tests are conducted to clarify the influences of relative compaction, compaction water content, vertical stress level and curing time on the volume change and strength characteristics. The results of this study indicated a decrease in the plasticity, swelling potential and swelling pressure of treated soil. The soil became non-plastic at (3&6)% of lime and waste lime respectively. Swelling pressure and swelling potential reached to zero at 2% lime and 2&7 days of curing time. Unconfined compressive strength (UCS) reached to maximum value at optimum stabilizers content. The UCS of lime treated soil is more than that treated by waste lime at different curing time. The collapse index and potential of treated soil are found less than that of natural soil and decrease with increasing stabilizer content until drop to zero at 2% lime. Collapsing increased continuously with applied stresses, but with curing time reached a maximum value at 2 day. On the other hand, collapsing of treated soil with lime is less than that of waste lime treated soil at different curing time and stresses.
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Theophilus, Akinbuluma Ayodeji, and Charles Kennedy. "Effectiveness of Costus asplundii maas as Admixture of Lime in Soil Stabilization of Highway Pavement." East African Scholars Multidisciplinary Bulletin 6, no. 02 (March 16, 2023): 10–17. http://dx.doi.org/10.36349/easjmb.2023.v06i02.001.
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The study investigated the performance of lime and bagasse ash composite as soil stabilizer. The bagasse ash was obtained from Costus asplundii maas. Soil samples collected along a newly constructed road in Rivers State, Nigeria were prepared and analyzed for effect of the composite stabilizer on swelling potential, volume change, maximum dry density (MDD), optimum moisture content (OMC), consistency limits, California bearing ratio (CBR) and unconfined compressive strength (UCS). The results revealed that swelling potential, volume change MDD, OMC, liquid limit (LL), plastic limit (PL) and plasticity index (PI) of the stabilized lateritic soil decreased with increasing proportion of lime-bagasse ash composite, while CBR (unsoaked and soaked soil samples) and UCS were with increasing proportion of lime-bagasse ash composite. This study established that the optimum proportion of bagasse ash is 10% and that inclusion of an appropriate proportion of bagasse ash in lime in soil stabilization would enhance the properties of soil suitable for road pavement. Hence, Costus asplundii maas is recommended to be used in soil stabilization, particularly as composite material with lime.
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binti Zainuddin, Atiqah Najwa, Mazidah binti Mukri, Nik Nurul Syuhada binti Nik Ab Aziz, and Mohamed Khatif Tawaf bin Mohamed Yusof. "Study of Nano-Kaolinite Properties in Clay Liner Application." Materials Science Forum 889 (March 2017): 239–42. http://dx.doi.org/10.4028/www.scientific.net/msf.889.239.
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This paper reports the outcome of the laboratory investigation conducted on new clay liners modified with kaolinite combined with various content of lime-treated, various content of bentonite and admixture of kaolinite adding with 3% nano-kaolinite for composition. The 3% nano-kaolinite was chosen based on earlier finding by S.V.Netethu (2013). The various content of lime-treated and bentonite adopted are 2.0%, 5.0%, 7.5% and 10.0% by total weight of the kaolinite. Compaction tests was performed on the resulted modified clay liner samples to evaluate the best percentage that gives optimum moisture content (OMC) and maximum dry density (MDD) . The best percentage of each bentonite and lime-treated are chosen and be added into kaolinite and the physical properties of samples are tested and compared to the other two samples which are kaolinite only and kaolinite added with 3 % of nano-kaolinite. Nano-kaolinite was produced using a mill machine and the sized of nano-kaolinite (1nm-100nm) were examined under Scanning Electron Microscope (SEM) machine.The addition of 3% nano-kaolinite to the kaolinite gives the best compaction result compared to bentonite or lime-treated. The value of dry density is increased to give the reduction of air voids, thereby reducing the hydraulic conductivity by concept. Based on the compaction test value, it clearly observed that admixture of kaolinite adding with 3% nano-kaolinite gives the best results from the other samples due to required less water to achieve maximum dry density of 1.39 Mg/m3 and 27.34% of optimum moisture content resulted positive effect in soil properties.
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Liu, Yuyi, Yunhe Su, Abdoullah Namdar, Guoqing Zhou, Yuexin She, and Qin Yang. "Utilization of Cementitious Material from Residual Rice Husk Ash and Lime in Stabilization of Expansive Soil." Advances in Civil Engineering 2019 (April 1, 2019): 1–17. http://dx.doi.org/10.1155/2019/5205276.
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Geological disasters often occur due to expansion and shrinkage properties of expansive soil. This paper presents a cementitious material combined with rice husk ash (RHA) obtained from biomass power plants and lime to stabilize expansive soil. Based on compressive and flexural strength of RHA-lime mortars, blending ratio of RHA/lime was adopted as 4 : 1 by weight for soil stabilization. When mix proportion of RHA-lime mixture varied from 0% to 20%, specific surface area of stabilized expansive soil decreased dramatically and medium particle size increased. The deformation and strength properties of stabilized expansive soil were investigated through swelling test, consolidation test, unconfined compression test, direct shear test, and so on. With increase in RHA-lime content and curing time, deformation properties including swelling potential, swelling pressure, compression index, crack quantity, and fineness of expansive soil lowered remarkably; meanwhile, strength properties involving unconfined compressive strength, cohesion, and internal friction angle improved significantly. Considering engineering performance and cost, mix proportion of 15% and initial water content of 1.2 times optimum moisture content were recommended for stabilizing expansive soil. In addition, effectiveness of RHA-lime to stabilize expansive soil was achieved by replacement efficiency, coagulation reaction, and ion exchange.
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Kumar, Sujeet, Rakesh Kumar Dutta, and Bijayananda Mohanty. "Engineering Properties of Bentonite Stabilized with Lime and Phosphogypsum." Slovak Journal of Civil Engineering 22, no. 4 (December 1, 2014): 35–44. http://dx.doi.org/10.2478/sjce-2014-0021.
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Abstract Engineering properties such as compaction, unconfined compressive strength, consistency limits, percentage swell, free swell index, the California bearing ratio and the consolidation of bentonite stabilized with lime and phosphogypsum are presented in this paper. The content of the lime and phosphogypsum varied from 0 to 10 %. The results reveal that the dry unit weight and optimum moisture content of bentonite + 8 % lime increased with the addition of 8 % phosphogypsum. The percentage of swell increased and the free swell index decreased with the addition of 8 % phosphogypsum to the bentonite + 8 % lime mix. The unconfined compressive strength of the bentonite + 8 % lime increased with the addition of 8 % phosphogypsum as well as an increase in the curing period up to 14 days. The liquid limit and plastic limit of the bentonite + 8 % lime increased, whereas the plasticity index remained constant with the addition of 8 % phosphogypsum. The California bearing ratio, modulus of subgrade reaction, and secant modulus increased for the bentonite stabilized with lime and phosphogypsum. The coefficient of the consolidation of the bentonite increased with the addition of 8 % lime and no change with the addition of 8 % phosphogypsum.
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Ismael, Mohammed Qadir, and Ahmed Hussein Ahmed. "Effect of Hydrated Lime on Moisture Susceptibility of Asphalt Mixtures." Journal of Engineering 25, no. 3 (February 28, 2019): 89–101. http://dx.doi.org/10.31026/j.eng.2019.03.08.
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Moisture induced damage can cause a progressive deterioration in the performance of asphalt pavement by the loss of adhesion between asphalt binder and aggregate surface and/or loss of cohesion within the binder in the presence of water. The objective of this paper is to improve the asphalt mixtures resistance to moisture by using hydrated lime as an anti-stripping additive. For this purpose, two types of asphalt binder were utilized; asphalt grades (40-50) and (60-70) with one type of aggregate of 19.0 mm aggregate nominal maximum size, and limestone dust as a mineral filler. Marshall method was adopted to find the optimum asphalt content. Essentially, two parameters were determined to evaluate the moisture susceptibility, namely: The Index of Retained Strength and the Tensile Strength Ratio. The hydrated lime was added by 1.0, 1.5, and 2.0 percentages (by weight of aggregate) using the saturated surface dry method. It was concluded that using hydrated lime will improve the moisture damage resistance. This was adopted as the value of tensile strength ratio increased by 24.50 % and 29.16% for AC (40-50) and AC (60-70) respectively, furthermore, the index of retained strength also increased by 14.28 % and 17.50 % for both asphalt grades. The optimum hydrated lime content founded to be 1.5 %.