Journal articles on the topic 'Lime Stabilized Soil'
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1
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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Arias-Jaramillo, Yhan P., Diana Gómez-Cano, Gloria I. Carvajal, César A. Hidalgo, and Fredy Muñoz. "Evaluation of the Effect of Binary Fly Ash-Lime Mixture on the Bearing Capacity of Natural Soils: A Comparison with Two Conventional Stabilizers Lime and Portland Cement." Materials 16, no. 11 (May 26, 2023): 3996. http://dx.doi.org/10.3390/ma16113996.
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This study evaluates a binary mixture of fly ash and lime as a stabilizer for natural soils. A comparative analysis was performed on the effect on the bearing capacity of silty, sandy and clayey soils after the addition of lime and ordinary Portland cement as conventional stabilizers, and a non-conventional product of a binary mixture of fly ash and Ca(OH)2 called FLM. Laboratory tests were carried out to evaluate the effect of additions on the bearing capacity of stabilized soils by unconfined compressive strength (UCS). In addition, a mineralogical analysis to validate the presence of cementitious phases due to chemical reactions with FLM was performed. The highest UCS values were found in the soils that required the highest water demand for compaction. Thus, the silty soil added with FLM reached 10 MPa after 28 days of curing, which was in agreement with the analysis of the FLM pastes, where soil moistures higher than 20% showed the best mechanical characteristics. Furthermore, a 120 m long track was built with stabilized soil to evaluate its structural behavior for 10 months. An increase of 200% in the resilient modulus of the FLM-stabilized soils was identified, and a decrease of up to 50% in the roughness index of the FLM, lime (L) and Ordinary Portland Cement (OPC)-stabilized soils compared to the soil without addition, resulting in more functional surfaces.
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Cheng, Yongzhen, and Xiaoming Huang. "Effect of Mineral Additives on the Behavior of an Expansive Soil for Use in Highway Subgrade Soils." Applied Sciences 9, no. 1 (December 22, 2018): 30. http://dx.doi.org/10.3390/app9010030.
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Black cotton soil (BCS) forms a major soil group in Kenya and is characterized by high shrink/swell potential when exposed to water. A comprehensive series of laboratory tests were performed on BCS treated with lime (0–9%), volcanic ash (VA, 0–25%), and their combinations in order to study the physical–mechanical properties and mineralogical changes of the stabilized BCS. Moreover, a test road which replaced the BCS with the lime–VA-stabilized BCS was constructed to investigate the moisture change and soil movement in the BCS foundation. The results revealed that BCS stabilized with combinations of lime and VA shows larger California bearing ratio (CBR) and unconfined compressive strength (UCS) values when compared with a single stabilizer. BCS stabilized with 3% lime + 15% VA meets the performance requirements of roadbed materials in accordance with JTG D30-2015. The increase of pH and electrical conductivity (EC) in the stabilized soil promotes chemical reactions between the stabilizers and BCS to form new cementing agents, which are confirmed by X-ray diffraction (XRD) and transmission electron microscope (TEM) findings. The replacement of BCS with 3% lime + 15% VA-stabilized BCS shows an obvious effect on controlling the moisture change and soil movement in the foundation BCS. This research provides a low-cost strategy for making use of the vast resources of BCS in Kenya obtained from foundation excavation.
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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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Befikadu Zewudie, Besukal. "Experimental Study on the Production and Mechanical Behavior of Compressed Lime-Cement-Stabilized Interlock Soil Blocks." Advances in Materials Science and Engineering 2023 (January 12, 2023): 1–12. http://dx.doi.org/10.1155/2023/2933398.
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Compressed stabilized soil block is a sustainable building material primarily made up of stabilized damp soil compressed under pressure. Soil properties and the type of the stabilizer used in producing compressed soil blocks have a significant impact on the quality and behavior of the soil blocks. This study presents the physical and mechanical behavior of lime-cement-stabilized compressed interlock soil blocks produced from two types of natural soil. The two types of soil have different index properties and mineral oxide compositions. Lime-cement combination and cement standalone was used as a binder in the production of test sample blocks depending on the index properties of the soil. 2%lime + 6%cement, 3%lime + 8%cement, and 4%lime + 10%cement were used for the soil block produced from silty clay soil of medium plasticity index. On the other hand, 6%, 8%, and 10% cement by dry mass of soil were used to stabilize silty sand soil. The behaviors of the blocks, such as dry density, the initial rate of water absorption, saturated absorption of water, compressive strength, and stress-strain relation, were examined. The result shows that the compressed soil blocks produced from lime-cement-stabilized silty clay soil has a low rate of initial water absorption and a low dry unit weight when compared to cement-stabilized sandy soil blocks. Soil blocks produced from cement-stabilized silty sand soil attain greater compressive strength by more than 50% of the compressive strength of silty clay soil blocks stabilized by a combination of lime and cement at 60 days after production. The initial tangent modulus of the soil blocks produced using a manual compressing machine from a clay soil stabilized by the lime-cement proportions of 2%L + 6%C, 3%L + 8%C, and 4%L + 10%C is about 1,700 MPa–2,300 MPa with a dry density greater than 1,660 kg/m3.
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He, Shi, Xinbao Yu, Aritra Banerjee, and Anand J. Puppala. "Expansive Soil Treatment with Liquid Ionic Soil Stabilizer." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 52 (August 23, 2018): 185–94. http://dx.doi.org/10.1177/0361198118792996.
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Calcium-based stabilizers such as lime and cement control swell and shrinkage behavior and enhance strength properties for expansive soils through the formation of pozzolanic components. However, sulfate-bearing subgrade soils stabilized with calcium-based stabilizers might cause excessive swelling and shrinkage due to the formation of highly expansive minerals like ettringite and thaumasite. In this paper, one liquid ionic soil stabilizer (LISS) was evaluated as an alternative stabilizer used to control swelling and shrinkage behavior of expansive soils. A comprehensive laboratory experiment program including a linear shrinkage test, a one-dimensional swell test, and an unconfined compressive strength test, was designed and carried out on soils from Dallas, Texas before and after treatment. Three dosage levels of stabilizer and four different curing periods were investigated. Test results indicate that LISS is an effective stabilizing agent, which not only reduces swelling and soil plasticity but also increases soil strength. Furthermore, a similar type of LISS is utilized to treat the soil in Dallas via deep injection using a hydraulic pump. Field emission scanning electron microscopy results on the test soil showed that the stabilizing program is likely to work through clay flocculation and morphological variations in the clay particles.
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Hossain, K. M. A., M. Lachemi, and S. Easa. "Characteristics of volcanic ash and natural lime based stabilized clayey soils." Canadian Journal of Civil Engineering 33, no. 11 (November 1, 2006): 1455–58. http://dx.doi.org/10.1139/l06-099.
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Clayey soils are stabilized with various percentages of volcanic ash (VA), finely ground natural lime (NL), Portland cement, and their combinations. The influence of stabilizers and their combinations is evaluated through standard Proctor compaction, unconfined compressive strength, splitting tensile strength, modulus of elasticity, and California bearing ratio (CBR) tests. The durability of stabilized soil mixtures is judged based on drying shrinkage and the influence of water immersion on strength. Correlations between compressive strength, modulus of elasticity, and CBR are also established. Stabilized soil mixtures can be used in various constructions, including road pavements and low-cost housing.Key words: soil stabilization, volcanic ash, natural lime, mechanical properties, durability.
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Okonkwo, Ugochukwu Nnatuanya, and Charles Kennedy. "The Effectiveness of Cement and Lime as Stabilizers for Subgrade Soils with High Plasticity and Swelling Potential." Saudi Journal of Civil Engineering 7, no. 03 (April 13, 2023): 40–60. http://dx.doi.org/10.36348/sjce.2023.v07i03.001.
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This study investigated the effects of cement and lime on the mechanical properties of subgrade soils, which are challenging to stabilize due to high plasticity and swelling potential. The study found that both cement and lime are effective stabilizing agents that increase the OMC, with cement being more effective in reducing the OMC of black cotton soil. The engineering properties of stabilized Chokocho subgrade soil were also evaluated, and the use of cement and lime as stabilizers was found to be effective in improving soil characteristics for subgrade applications. This was indicated by increased maximum dry density values, reduced plasticity index values, and increased California bearing ratio and unconfined compressive strength values. The chemical composition test demonstrated that calcium plays a significant role in soil stabilization, while aluminum can potentially affect soil stability negatively. Other elements such as magnesium, iron, silicon, zinc, and nickel contribute positively to soil stability. The low amounts of lead, copper, manganese, potassium, sulfur, and titanium present in the soil indicate a minor contribution to soil stabilization, but their impact on soil properties and plant growth cannot be ignored. Overall, the study highlights the importance of considering specific soil types and conditions when undertaking soil stabilization projects. The findings provide valuable information for future research in this field, particularly in investigating the effectiveness of other stabilizers and their interactions with specific soil types. The use of cement and lime in soil stabilization is an effective method for enhancing the strength and durability of weak soils, as shown by the reduction in plastic limit values observed in the stabilized soil samples. The appropriate content of cement and lime to use in soil stabilization could inform standards and codes for soil stabilization.
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Jiang, Huang, Ma, and Luo. "Analysis of Strength Development and Soil–Water Characteristics of Rice Husk Ash–Lime Stabilized Soft Soil." Materials 12, no. 23 (November 23, 2019): 3873. http://dx.doi.org/10.3390/ma12233873.
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With increased awareness of environmental protection, the output of traditional curing agents such as cement and lime is less and less, so it is urgent to develop new curing agents with high efficiency and environmental benefits. Thus, this study aims at investigating the application of rice husk ash (RHA) from agricultural waste to the soft soil stabilization. A series of tests are conducted to analyze the strength development process and soil–water characteristics of rice husk ash–lime (RHA–lime) stabilized soils. The results of the strength tests showed that by increasing the content of RHA, the unconfined compressive strength (UCS) and splitting strength of stabilized soils increased first and then decreased. The effective shear strength indexes of the three soil types (soft soil, lime-stabilized soil, and RHA–lime soil) are measured and compared. It is found that RHA can effectively improve the shear resistance and water resistance of stabilized soil. The results of methylene blue test demonstrated that RHA can also promote the reduction of the specific surface area and swelling potential energy of lime-stabilized soil. In addition, the influence of RHA on mineral composition and morphology change in stabilized soils is studied at the microscopic level. The X-ray diffraction tests and scanning electron microscope (SEM) tests showed that strength development and change of soil–water properties of RHA–lime stabilized soil are attributed to enhanced cohesion by cementation and pores filling with agglomerated mineral.
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Mousavi, Fatemeh, Ehsan Abdi, and Stelian Alexandru Borz. "Forest Road Subgrade Improvement by Lime and Sodium Nanoalginate Used as Stabilizers for Clay Soils." Forests 14, no. 7 (June 28, 2023): 1332. http://dx.doi.org/10.3390/f14071332.
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Fine-grained soils cause problems for forest road construction and often require improvements of their mechanical properties. One of the methods of improving mechanical properties of clay soils is soil stabilization. In this study, the effect of a conventional (lime) and a non-conventional (sodium nanoalginate) stabilizer on improving the characteristics of a high plasticity forest soil was compared. Atterberg limits including liquid limit, plastic limit and plasticity index, standard Proctor, UCS (Unconfined Compression Strength) and CBR (California Bearing Ratio) tests were performed on control (untreated) and soil samples treated with different doses (3%, 5% and 7%) of lime and sodium nanoalginate, according to the standard procedures. Moreover, to evaluate the effect of curing time, additional tests were performed on the soil samples treated with 3% lime and 3% sodium nanoalginate at 7, 14 and 28 days after the treatment. The results indicated that adding sodium nanoalginate and lime to the forest soil improves the Atterberg limits. Additionally, adding sodium nanoalginate to the forest soil increases the maximum dry density (γdmax) and decreases the optimum moisture content (OMC), whereas adding lime to the forest soil reduces the maximum dry density and increases the optimum moisture content. Adding sodium nanoalginate and lime in different doses (3%, 5% and 7%) increased UCS and CBR as the main indices of soil strength. The increment range of UCS for the soil stabilized with sodium nanoalginate and lime was 42.59%–160.14% and 31.34%–56.65%, respectively, and the range of CBR improvement for soil stabilized with sodium nanoalginate and lime was 28.72%–122.97% and 13.83%–45.59%, respectively. Increasing the curing time improved the mechanical properties of the forest soil in the samples treated with both stabilizers, but sodium nanoalginate performed better in soil stabilization.
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Tao, Jue Qiang, Wen Yan Lin, Xiao Hua Luo, Xin Qiu, and Jin Hong Wu. "Compressive Strength Analysis of Ionic Soil Stabilizer Improving Soil." Key Engineering Materials 667 (October 2015): 341–46. http://dx.doi.org/10.4028/www.scientific.net/kem.667.341.
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To explore the ionic liquid soil stabilizer improved soil mechanical properties, this experiment conducted liquid-plastic limit test and compaction test. On the basis of determining the optimal dosage of ionic soil stabilizer and mastering different mixture optimum moisture content and maximum dry density, the standard sample which consists of the Zhejiang red-brown clay and curing material including ionic soil stabilizer, cement and lime carried out the unconfined compressive strength test in different curing age and compaction degree. This paper analyzed the change reason of compaction and curing age about the stabilized soil. The results show that the ionic soil stabilizer has a significant effect on the compressive strength improvement of stabilized soil. Compared stabilized soil with traditional treatment soil, the compressive strength of stabilized soil has improved obviously with the increase of curing age and compaction degree. Research findings provide useful technical support and practice basis for promoting and applying ionic soil stabilizer in infrastructure construction.
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Al Kiki, Ibrahem M. "Effect of Climatic Conditions on Durability of Clayey Soil Stabilized with Lime." Tikrit Journal of Engineering Sciences 18, no. 3 (September 30, 2011): 1–15. http://dx.doi.org/10.25130/tjes.18.3.11.
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Durability is one of the most important subjects in the soil stabilization. Since there is no specifications concerned the durability of lime-stabilized soils, several factors were selected to show their effects on the durability, namely: wetting, drying, freezing, thawing and slaking.The effect of each one of the above factors as well as the combined effect of two or more factors were studied on the volume change and soil strength and weight loss of soil samples stabilized with optimum lime content except the slaking test at which soil samples stabilized with different lime content.Tests results showed that the higher the lime content the lower the slaking effect, also its found the soil strength decreased when the period of immersion or freezing increased. The strength of the lime stabilized soils decreased when subjected to the cycles of wetting and drying or to the cycles freezing and thawing. However, the combined effect of wetting, drying, freezing and thawing has a pronounced effect on reduction of the lime stabilized clayey soil. The worst condition recorded when lime stabilized soil undergo to freezing then drying then wetting which should be avoided in the field.
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Bukunmi O, Adegbenle. "OPTIMUM PERFORMANCE OF STABILIZED EDE LATERITE AS AN ALTERNATIVE CONSTRUCTION MATERIAL." International Journal of Engineering Technologies and Management Research 3, no. 8 (January 30, 2020): 1–8. http://dx.doi.org/10.29121/ijetmr.v3.i8.2016.63.
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Laterite samples from Ede area with particle components of 19.7% clay, 32.8% silt and 47.5% sand was stabilized with combined cement, lime and bitumen and test for Compressive strength, Linear Shrinkage, Permeability and Water Absorption. The stabilizers were mixed with laterite soil in different ratios and percentage. The laterite carried 90% which is constant while the three stabilizers shared the remaining 10% in varying form. After 28 days of curing, laterite stabilizer with 90% of laterite, 8% of cement, 1% lime and 1% bitumen (LCLB1) possessed compressive strength of 2.01N/mm2. It Water Absorption Capacity was 3.05%. LCLB4 stabilizer (90% laterite, 6% cement, 2% lime and 2% bitumen) has the same compressive strength with LCLB1 stabilizer but with a high Water Absorption Capacity of 4.2%. The stabilizer of 90% laterite, 3.33% cement, 3.33% lime and 3.33% of bitumen (LCLB8) has the lowest compressive strength of 0.74N/mm2 and the highest Water Absorption Capacity of 5.39%. The results shows that LCLB1 stabilizer is a better stabilizer for strength and blocks made from laterite stabilized with it stand a good alternative to sand Crete blocks in building constructions. The combination of these stabilizers in order to determine a most economical volume combination for optimum performance is highly possible and economical.
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Ehwailat, Khaled Ibrahim Azarroug, Mohd Ashraf Mohamad Ismail, and Ali Muftah Abdussalam Ezreig. "Novel Approach for Suppression of Ettringite Formation in Sulfate-Bearing Soil Using Blends of Nano-Magnesium Oxide, Ground Granulated Blast-Furnace Slag and Rice Husk Ash." Applied Sciences 11, no. 14 (July 19, 2021): 6618. http://dx.doi.org/10.3390/app11146618.
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The treatment of sulfate-bearing soil with calcium-based stabilizers such as cement or lime often results in ettringite formation, consequently leading to swelling and strength deterioration. Ettringite formation has negative environmental and economic effects on various civil engineering structures. This study was conducted to investigate the use of different materials (nano–magnesium oxide (M), ground granulated blast-furnace slag (GGBS), and rice husk ash (RHA)) for gypseous soil stabilization to prevent ettringite formation. Various tests were performed, including flexural strength, unconfined compression strength, linear expansion, and microstructure analysis (SEM/EDX), on lime (L)-, (M)-, (M-RHA)-, (M-GGBS)-, and (M-GGBS-RHA)-stabilized gypseous soil samples to determine their properties. The results indicated that the swelling rates of the soil samples mixed with 20% M-RHA, M-GGBS, and M-GGBS-RHA binders were much lower (less than 0.01% of volume change) than those of the soil samples mixed with 10% and 20% lime-stabilized binders after a curing period of 90 days. Meanwhile, the strengths of the soil samples mixed with 20% of M-RHA, M-GGBS, and M-GGBS-RHA soil specimens after soaking of 90 days were obviously higher (with a range from 2.7–12.8 MPa) than those of the soil samples mixed with 20% of lime-stabilized binder. The SEM and EDX results showed no ettringite formation in the M-RHA-, M-GGBS-, and M-GGBS-RHA-stabilized soils. Overall, the test results proved the potential of M-RHA, M-GGBS, and M-GGBS-RHA as effective soil stabilizers.
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Srikanth Reddy, S., A. C. S. V. Prasad, and N. Vamsi Krishna. "Lime-Stabilized Black Cotton Soil and Brick Powder Mixture as Subbase Material." Advances in Civil Engineering 2018 (2018): 1–5. http://dx.doi.org/10.1155/2018/5834685.
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Various researchers, for the past few decades, had tried to stabilize black cotton soil using lime for improving its shrinkage and swelling characteristics. But these days, the cost of lime has increased resulting in increase in need for alternative and cost effective waste materials such as fly ash and rice husk ash. Brick powder, one among the alternative materials, is a fine powdered waste that contains higher proportions of silica and is found near brick kilns in rural areas. The objective of the study is to investigate the use of lime-stabilized black cotton soil and brick powder mixture as subbase material in flexible pavements. Black cotton soil procured from the local area, tested for suitability as subbase material, turned out to be unsuitable as it resulted in very less CBR value. Even lime stabilization of black cotton soil under study has not showed up the required CBR value specified for the subbase material of flexible pavement by MORTH. Hence the lime-stabilized black cotton soil is proportioned with brick powder to obtain optimum mixture that yields a better CBR value. The mixture of 20% brick powder and 80% lime-stabilized black cotton soil under study resulted in increase in the CBR value by about 135% in comparison with lime-stabilized black cotton soil. Thus it is promising to use the mixture of brick powder and lime-stabilized black cotton soil as subbase material in flexible pavements.
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Parsons, Robert L., and Justin P. Milburn. "Engineering Behavior of Stabilized Soils." Transportation Research Record: Journal of the Transportation Research Board 1837, no. 1 (January 2003): 20–29. http://dx.doi.org/10.3141/1837-03.
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Stabilization of soils is an effective method for improving soil properties and pavement system performance. For many soils, more than one stabilization agent may be effective, and financial considerations or availability may be the determining factor on which to use. A series of tests was conducted to evaluate the relative performance of lime, cement, Class C fly ash, and an enzymatic stabilizer. These products were combined with a total of seven different soils with Unified Soil Classification System classifications of CH, CL, ML, and SM. Durability testing procedures included freeze–thaw, wet–dry, and leach testing. Atterberg limits and strength tests also were conducted before and after selected durability tests. Changes in pH were monitored during leaching. Relative values of soil stiffness were tracked over a 28-day curing period using the soil stiffness gauge. Lime- and cement-stabilized soils showed the most improvement in soil performance for multiple soils, with fly ash–treated soils showing substantial improvement. The results showed that for many soils, more than one stabilization option may be effective for the construction of durable subgrades. The enzymatic stabilizer did not perform as well as the other stabilization alternatives.
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Peng, Hong Tao, Hai Tao Su, Xin Ping Zhang, and Jun Wang. "An Experimental Comparison of Compressive Strengths of Soils Stabilized with Enzyme and Ground Quicklime." Advanced Materials Research 280 (July 2011): 9–12. http://dx.doi.org/10.4028/www.scientific.net/amr.280.9.
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A series of tests were conducted to evaluate the difference of strengths of soils stabilized with enzyme and ground quicklime respectively. Perma-Zyme as an enzymatic soil stabilizer was used in this research. The analysis of the experimental data indicated that the type of soil and curing condition affected those treated with Perma-Zyme or ground quicklime significantly. Perma-Zyme can clearly improve the strengths of fine-grained soil and coarse-grained soil from 7 to 60 days of curing under air-dry condition, but had no significant effect on the strengths of silty loam under air-dry condition and those in sealed glass containers. Under the air-dry conditions, the unconfined compressive strengths of lime-stabilized soil were lower than those treated with Perma-Zyme at different ages. In sealed glass containers, the unconfined compressive strengths of lime-stabilized soil were higher than those treated with Perma-Zyme, because the water in specimens can not evaporate and can promote further hydration of the ground quicklime particles.
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Chen, Yao, and Yi Qiu Tan. "Test Study on Road Performance of Soils Stabilized by Liquid Stabilizer in Seasonally Frozen Regions." Advanced Engineering Forum 5 (July 2012): 310–15. http://dx.doi.org/10.4028/www.scientific.net/aef.5.310.
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In seasonally frozen regions, road construction often suffers from low strength,lack of durability, etc. Improving the typical clay’s workability in Changchun with lime and the Base-Seal stabilizer (BS-100) shows promising results. A comprehensive investigation to assess the soil characteristics influence is undertaken, so as the lime and liquid stabilizer (BS-100) content on the physical properties of stabilized soils in seasonally frozen regions. The optimum mix proportions, unconfined compressive strength, splitting strength, modulus of resilience, freeze-thaw action, water resistance and penetration-resistance were outlined. By comparing with current specifications, the Base-Seal stabilized soil as base material has higher early strength, higher after-strength and better frost stability.The results can be applied in road construction in seasonally frozen regions.
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James, Jijo, S. V. Sivapriya, Sajid Ali, T. R. Madhu, and Basudev Singh. "WETTING AND DRYING RESISTANCE OF LIME-STABILIZED EXPANSIVE SOILS MODIFIED WITH NANO-ALUMINA." Elektronički časopis građevinskog fakulteta Osijek 12, no. 22 (July 30, 2021): 70–80. http://dx.doi.org/10.13167/2021.22.6.
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Weak soil at construction sites necessitates ground improvement. Chemical stabilization is typically carried out using either lime or cement. The primary objective of this study was to assess the strength and durability of lime-stabilized soils modified with nano-alumina (NA). This study adopted the scientifically established initial consumption of lime (ICL) content for soil stabilization. In addition, nano-alumina was added in varying percentages as an auxiliary additive. It was observed that 0.5 % of nano-alumina was optimal with respect to the ICL for maximizing the soil stabilization. The stabilized soils were cured for 0, 7, 14, and 28 days. Post-curing testing revealed that the strength increased sixfold for the optimal combination, compared with the virgin soil. To understand the durability behavior of the optimal combination, the stabilized soil specimens were subjected to wetting and drying cycles after 28 days of curing. The optimal combination was nearly as durable as that of the lime-stabilized soil subjected to five cycles of wetting and drying.
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Lindh, Per, and Polina Lemenkova. "Hardening Accelerators (X-Seed 100 BASF, PCC, LKD and SALT) as Strength-Enhancing Admixture Solutions for Soil Stabilization." Slovak Journal of Civil Engineering 31, no. 1 (March 1, 2023): 10–21. http://dx.doi.org/10.2478/sjce-2023-0002.
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Abstract This study is aimed at evaluating the strength of stabilised soil collected from the Port of Norvik, Stockholm, Sweden, where 350,000 m3 of clay had to be stabilized. The tests were performed in the laboratory of the Swedish Geotechnical Institute (SGI). The soil was stabilised by binder mixtures using Portland cement clinker (PCC) and lime and lime kiln dust (LKD). Accelerators (X-seed 100 BASF, PCC, LKD and salt) were added to the soil samples for quicker stabilization. The strength of the stabilised soil was assessed using resonance frequency measurements of seismic P-waves by an ICP accelerometer in order to estimate the shear strength of the soil and to evaluate the effects from the accelerators, binder ratios, and the curing temperature on the gains in stabilization and strength. Various proportions of the binders were tested, i.e.: 50/50 cement/lime and 50/50 PCC/lime. The temperature was measured using a calorimeter in double experiments. The results showed that the accelerators improve the strength in the stabilized specimens and enhance the soil performance for engineering construction work.
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Zhou, Sheng-quan, Da-wei Zhou, Yong-fei Zhang, and Wei-jian Wang. "Study on Physical-Mechanical Properties and Microstructure of Expansive Soil Stabilized with Fly Ash and Lime." Advances in Civil Engineering 2019 (November 14, 2019): 1–15. http://dx.doi.org/10.1155/2019/4693757.
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Fly ash and lime have been frequently employed to reduce the swelling potential of expansive soils. Laboratory experiments, scanning electron microscopy (SEM), and X-ray diffraction (XRD) were used in this study to investigate the stabilizing effect of fly ash and lime on expansive soils in the Jianghuai undulating plain area. The comparison was drawn between the variation laws of physical parameters, mechanical properties, microstructure, and mineral composition of expansive soil before and after being stabilized. Experimental results suggest that, after 5% lime is added based on fly ash, the plasticity index of the expansive soil decreases by 64.9%, the free swelling ratio is reduced to about 10%, the unloading swelling ratio is reduced to nearly 4%, and the stabilized soil no longer exhibits the expansive property. The unconfined compressive and tensile strengths of the stabilized soil increase first and then decrease with the rising in fly ash content. After the addition of 5% lime, both the unconfined compressive and tensile strengths increase significantly. The optimum modifier mixture ratio is obtained as 10% fly ash + 5% lime. The SEM images reveal that the microstructures of the stabilized expansive soil vary from an irregular flake-like and flocculent structures to blocky structures, and the soil samples compactness is enhanced. XRD results indicate that quartz is the main component of the stabilized soil. These are the underlying causes of the rise in the strength. The conclusions of this study can be referenced for the engineering design and construction of expansive soil in Jianghuai undulating plain area.
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Estu, Yulianto, Mochtar Endah, and Afif Ma'ruf. "Physical and engineering properties of peat soil stabilized with the admixture of CACO3+rice husk ash due to water infiltration from surrounding areas." Journal of Applied Engineering Science 20, no. 1 (2022): 276–84. http://dx.doi.org/10.5937/jaes0-32003.
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Peat is a type of soil with high organic content, very low bearing capacity, and high uneven settlement. Some methods to improve soil have been applied to peat in order to make it strong enough for civilization-building foundation situated on it. Peat stabilization is a method that is continuously developed considering that the cost it needs is lower and this approach is more environmentally friendly compared to other methods. The admixture of lime (CaCO3) and Rice husk ash, a new ecofriendly stabilizer material, has been applied to peat soil and showed a good result. However, in studies conducted previously, the effect of water infiltration from surrounding areas of soil was stabilized was not involved as variable influencing the change of parameter. Based on that, this laboratory study was carried out to model the real condition in the field when the stabilization is performed and to identify the physical and engineering changes of peat soil in the 10th, 20th, and 30th days of stabilization in its border and middle parts, with the percentage of material stabilizer 5%, 10%, 15% and 20% of the unit weight of the initial condition of peat. The result of laboratory test shows that the addition of admixture of lime (CaCO3) and rice husk ash can improve the physical and engineering properties of peat soil are stabilized. Water infiltration occurred on peat soil is stabilized has not affected the physical and engineering properties of the soil. It can be seen from the physical and engineering properties of the border and central parts of peat soil is stabilized that still have a similar value. It is assumed to be caused by CaSiO3 gel formed still needs a longer duration to become stable gel. However, in this initial study it was known that the more stabilizers added, made the better the parameters of the stabilized peat soil.
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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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Bahar, Ramdane, Mouloud Benazzoug, and Said Kenai. "Durability of Earth Stabilized Material." Key Engineering Materials 600 (March 2014): 495–503. http://dx.doi.org/10.4028/www.scientific.net/kem.600.495.
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This paper presents the results of an experimental study on the durability of stabilized soil. The effect of the addition of chemical stabilizers such as cement, lime, filler and their combination on the durability of clay was examined. The durability of stabilized material was evaluated by conducting series of cyclic wetting-drying and weight loss tests. The study shows that the durability of earth material can be improved by cement and lime stabilizers. These stabilizers provide interesting properties of clays and the durability of stabilized material is greatly enhanced by a combination of these stabilizers.
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Zhao, Zheng Rong, and Hong Xia Yang. "Strength and Deformation Characteristics of Stabilized Silty Soil." Advanced Materials Research 594-597 (November 2012): 512–15. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.512.
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Combined with the silty soil characteristics of the Yellow River alluvial plain and the subgrade filling of Ji-He expressway, the paper discusses silty soil, stabilized silty soil strength and stress-stain characteristics through the indoor triaxial shear test. The results show that the remodeling silty soil has obvious peak, brittle failure, low residual strength after being destroyed and the stress-strain curve shows a softening type in confining pressure 100kPa lower stress level. In the confining pressure 400kPa higher stress level, soil samples peak is not obvious,mainly plastic failure and the stress-strain curve is close to a hardening type. Compared to mixed with 8% lime, stabilized silty soil of mixed with 4% cement and 4% lime shows that the partial stress peak is more obvious when destroyed and the residual strength is drastically reduced and more incline to brittle failure. In different the age, compared to mixed with 8% lime, stabilized silty soil of mixed with 4% cement and 4% lime shows that internal friction angle becomes larger and cohesion improves gradually whose amplitude is much larger than internal friction angle. Therefore, a more effective way to stabilize the silty soil of the Yellow River alluvial plain is to select silty soil mixed with 4% cement and 4% lime.
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Hou, Jia Lin, Sheng Jie Zhou, Yan Zhang, and Liang Fan. "The Assessment of the Strength and Water Stability of Waste-Based Solidification of Binzhou Saline Soil." Key Engineering Materials 881 (April 2021): 157–62. http://dx.doi.org/10.4028/www.scientific.net/kem.881.157.
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This document takes saline soil in Binzhou as the research object using smelter slag as the soil stabilizer to solid saline soil in Binzhou, which has been proved achieving good performance of saline soil solidification. The results show that the soil solidification developed indoors can be used in combination with low-dose lime to achieve good performance in solidification of saline soil. The 7d strength is relatively higher than that of both ordinary lime stabilized soil and lime-fly ash stabilized soil, which completely meet the unconfined compressive strength requirements of the base layer in the current technical specifications. The soil stabilizer can improve the unconfined compressive strength of the saline soil, especially the post-14-day strength, and improve the immersion compressive strength and water stability of the cured saline soil. As the dosage of curing agent gets higher than seven percent, the 28d strength change of cured soil is no longer significant. The test result demonstrates that the dosage of curing agent should be less than seven percent.
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Mashifana, Tebogo Pilgrene, Felix Ndubisi Okonta, and Freeman Ntuli. "Geotechnical Properties and Microstructure of Lime-Fly Ash-Phosphogypsum-Stabilized Soil." Advances in Civil Engineering 2018 (September 2, 2018): 1–9. http://dx.doi.org/10.1155/2018/3640868.
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The use of industrial waste as a potential stabilizer of marginal construction materials is cost effective. Phosphogypsum and fly ash are industrial wastes generated in very large quantities and readily available in South Africa. In order to explore the potential stabilization of vastly abundant expansive soil using larger quantity phosphogypsum waste as a potential modifier, composites with a mixture of lime-fly ash-phosphogypsum-basic oxygen furnace slag were developed. However because of the presence of radionuclide, it was necessary to treat the phosphogypsum waste with mild citric acid. The effect of the acid treatment on the geotechnical properties and microstructure of expansive soil stabilized with phosphogypsum-lime-fly ash-basic oxygen furnace slag (PG-LFA-BOF) paste was evaluated, in comparison with the untreated phosphogypsum. Expansive soil stabilized with acid-treated PG-LFA-BOF paste exhibited better geotechnical properties; in particular, the high strength mobilized was associated primarily with the formation of various calcium magnesium silicide and coating by calcium silicate hydrate and calcium aluminate hydrate. The soil microstructure was improved due to the formation of hydration products. The stabilized expansive soil met the specification for road subgrades and subbase. Stabilization of expansive soils with phosphogypsum, fly ash, and basic oxygen fly ash does not only improve engineering properties of soil but also provides a solution in relation to disposal and environmental pollution challenges.
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Yang, Min, Yan Xie, and Ying Pang. "Durability of Lime-Fly Ash Stabilized Soil Activated by Calcined Phosphogypsum." Advanced Materials Research 168-170 (December 2010): 133–38. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.133.
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Stabilized soil is widely used as road base and sub-base materials, and is sometimes used as covering for waste matter in China. In soil stabilization, the property of a locally available soil are usually modified though chemical stabilization[1]. Cement stabilization and lime stabilization are the two most commonly used methods. Lime-fly ash stabilized soil has been widely applied in road engineering due to its good integrity, great bearing capacity, high stiffness, and water-proofing quality[2-4]. One disadvantage of lime-fly ash stabilized soil is that without any additives, its inherent low initial strength makes it inappropriate for use under low-temperature conditions. Researchers have found that the pozzolanic reactivity among lime, fly ash, and soil contributes to the strength of lime-fly ash stabilized soil. To increase the initial strength of lime-fly ash stabilized soil, many approaches have been used to accelerate the pozzolanic reaction. Sulfate activation is one of the methods that has been widely investigated, specifically, Na2SO4 and CaSO4[5]. PG, another sulfate, has also been investigated. However, existing studies have limited to the investigation of the development of strength of the stabilized soil as road base and sub-base materials. The effect of PG on the durability of stabilized soil has rarely been implicated. This work aims to study the effect of thermally treated PG (400°C) on the properties of durability, in addition to other aspects, of lime-fly ash stabilized soil. Lime-fly ash stabilized soil with different proportions of calcined PG were prepared and cured at normal conditions for 7 d and 28 d. Mass loss and strength loss under different treatments were determined. X-ray diffraction(XRD) patterns and scanning electron microscopy(SEM) photos were examined to gauge whether improvements in the performances of the stabilized soil can be obtained by use of thermally treated PG.
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Chamberlin, K. S., and M. Rama Rao. "Influence of Lime for Enhancing Characteristics of Expansive Soils in Road Works." IOP Conference Series: Materials Science and Engineering 1197, no. 1 (November 1, 2021): 012077. http://dx.doi.org/10.1088/1757-899x/1197/1/012077.
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Abstract Expansive soils are found in black cotton soils, which swell or shrink in volume when presented to changes in moisture content. Lime treatment is exhaustively used to increment the properties of sensitive and fragile soils. One of the hugest clarifications behind using lime is to decline the developing presentation of the earth soil. The arrangement of extra safeguards improves the reaction of quicklime (CaO) with water, structures hydrated (slaked) lime (Ca (OH)2), and thus earth characteristics. The vast inadequacy of employing lime is growing the deficiency of lime offset earth. Following that, the goal of this study is to see how re-establishing time affects the geotechnical qualities of settled Black cotton soils with lime. These discoveries recommend that adding Lime as a stabilizer works on the strength of black cotton soil. Some of the characteristics of the soil likely to be increased by using stabilizer in this work are UCS (Unconfined Compressive Strength) at different curing periods (7,14,28 and 56 days), CBR (California Bearing Ratio) value at unsoaked and soaked and MDD (Maximum Dry Density) decrease at different lime percentages(%) like 2.4.6.8 and 10. The result showed here untreated soil got stabilized by using the stabilizer in certain extent In this adjustment various rates of cementitious material is added to black cotton soil and directed tests like plasticity, compaction, swell pressure, free swell index(FSI), Coefficient of permeability (k) and CBR(soaked and unsoaked) at various conditions like OMC,OMC+2% water and OMC+5% water, UCS (Unconfined Compressive Strength) was performed. From the test results, it is identified that the stabilization agent decreases plasticity and improves strength characteristics. Addition of stabilizing agent makes the black cotton soil to non-plastic, non-swelling and attains increase CBR values which are greater than 25% for a dosage of 10% lime at OMC but remaining OMC+2%water & OMC+5%water CBR values are not various much difference as per test results. With the addition of lime, the black cotton soil becomes non-plastic, non-swelling, and has high strengths. Treated soils are used as a development material, for example, a subgrade layer in the development of adaptable asphalt pavements for roads.
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Sianturi, Novdin Manoktong, Mohd Khairul Amri Kamarudin, Dermina Roni Santika Damanik, Virgo Erlando Purba, and Deardo Samuel Saragih. "The Mechanical Behavior of Soft Soil Stabilized with Lime and Volcanic Ash." MEDIA KOMUNIKASI TEKNIK SIPIL 28, no. 1 (July 29, 2022): 118–27. http://dx.doi.org/10.14710/mkts.v28i1.41963.
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The properties of soft clay can be seen from the compressive strength value through the unconfined compressive strength (UCS) test. Soft soil was less well used as the subgrade for construction. The aim is to determine the increase in the unconfined compressive strength and bearing capacity of the foundation due to the addition of lime and volcanic ash on soft soil. Soft soil has undrained shear strength < 25 kPa based on the unconfined compressive strength test. The unconfined compressive strength test has been conducted on the soil-lime mixture and soil-volcanic ash mixture of 3-12% respectively to the weight of dry soil. The highest unconfined compressive strength values were found in soils with 6% of lime and 9% of volcanic ash. The bearing capacity of the foundation on soil stabilized with 6% lime increased 13.7 times, while the bearing capacity of the foundation on the soil with the addition of 9% volcanic ash increased the ultimate bearing capacity of 8.7 times the bearing capacity of the foundation on soft soil. The bearing capacity of the foundation on lime stabilized soil is higher than the bearing capacity of the foundation on volcanic ash stabilized soil.
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Adeleke, Blessing, John Kinuthia, and Jonathan Oti. "Strength and Swell Performance of High-Sulphate Kaolinite Clay Soil." Sustainability 12, no. 23 (December 5, 2020): 10164. http://dx.doi.org/10.3390/su122310164.
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Expansion of soils has been found to produce significant negative economic and environmental impact on various civil engineering infrastructure. This impact is more deleterious in soils containing sulphates, when treated with calcium-based stabilizers such as Lime and/or Portland cement (PC). The reported study investigated the strength and swell characteristics of Kaolinite clay artificially induced with high levels of Gypsum (sulphate) contents after stabilization with CEM I (PC), which is a calcium-based stabilizer. An optimum stabilizer content/Gypsum dosage, aimed at investigating the maximum magnitude of expansion possible using high levels of 10, 15 and 20% Gypsum contents (4.7, 7 and 9.3 wt.% sulphate) stabilized with calcium-based content of 7, 8, 9 and 10 wt.%. This was expected to provide further understanding on the mechanisms behind high sulphate-bearing clay soils, and the impact of sulphate and calcium content on strength and swell characteristics. The research outcomes showed that the introduction of sulphate to a Kaolinite clay soil reduces the compressive strength of the stabilised product by a factor range of 6–47% at 28 days curing age, while the swell behaviour is mainly dependent on both the sulphate content and curing age. Furthermore, the observed result suggests an 8 wt.% binder content to produce maximum magnitude of expansion (swell) with a high Gypsum content of 10% by weight. This finding is of economic importance, as it is expected to serve as a benchmark for further research on the stabilized clay systems, at high sulphate levels using sustainable binder materials.
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James, Jijo, and Rajasekaran Saraswathy. "Performance of Fly Ash - Lime Stabilized Lateritic Soil Blocks Subjected to Alternate Cycles of Wetting and Drying." Civil and Environmental Engineering 16, no. 1 (June 1, 2020): 30–38. http://dx.doi.org/10.2478/cee-2020-0004.
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AbstractThe study investigated the durability performance of lime and fly ash stabilized lateritic soil blocks subjected to conditions of alternate wetting and drying. A locally available lateritic soil was collected and characterized in the laboratory for its geotechnical properties. The soil was then stabilized using lime and fly ash of various combinations. The blocks were tested for their compressive strength, water absorption and efflorescence. Durability was evaluated by subjecting the blocks to three cycles of wetting and drying and testing its compressive strength. The investigation revealed that fly ash-lime stabilization was capable of producing stabilized blocks meeting the standard requirements of Indian codes in terms of compressive strength, water absorption and efflorescence. The results revealed that a combination of 10 % fly ash with 10 % lime was enough to stabilize the soil to achieve the strength of a class 20 block whereas a combination of 10 % fly ash and 14 % lime was required to achieve the strength of a class 30 block. Wetting and drying cycles resulted in a marginal increase in strength after the first cycle but reduction thereafter. The optimal combination of 10 % fly ash and 14 % lime resulted in less than 25 % loss in strength after three cycles of wetting and drying.
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Bhosale, Harshad. "Soil Stabilization by Using Lime and Fly Ash at Ahirwadi." International Journal for Research in Applied Science and Engineering Technology 11, no. 6 (June 30, 2023): 2538–46. http://dx.doi.org/10.22214/ijraset.2023.54093.
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Abstract: Soil stabilization is a crucial aspect of civil engineering, particularly in the construction of infrastructure projects. This study investigates the effectiveness of lime and fly ash as soil stabilizers and their combined application for enhancing soil properties. The objective of this research is to evaluate the changes in the geotechnical properties of soil treated with lime and fly ash, including compressive strength, shear strength, and durability. In this experimental study, different proportions of lime and fly ash were mixed with the soil samples to determine the optimal combination that yields the highest improvement in soil characteristics. The laboratory tests conducted on the stabilized soil samples included compaction tests and unconfined compressive strength tests. The samples were cured for different periods to assess the long-term performance and durability of the stabilization technique. The results indicate that the addition of lime and fly ash significantly improves the soil's engineering properties. The lime effectively increases the soil's pH, reducing plasticity and improving workability. The fly ash, on the other hand, enhances the pozzolanic reactivity and improves the soil's strength and durability. The combination of lime and fly ash demonstrates synergistic effects, leading to further improvements in the stabilized soil's properties.
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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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Ayodele, Folahan Okeola, Benjamin Ayowole Alo, and Adeyemi Ezekiel Adetoro. "Influence of Rice Husk Ash Fines on Geotechnical Properties of Lime Stabilized Lateritic Soil." International Journal of Engineering Research in Africa 61 (July 25, 2022): 217–30. http://dx.doi.org/10.4028/p-35mk32.
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Different fines of rice husk ash (RHA) are typically used as a binder for soil stabilization. This study aims to assess the performance of RHA fines as a binder with lime in the improvement of plasticity and compaction characteristics of stabilized soil. Consistency limits, particle sieve analysis, and compaction tests were conducted on the natural lateritic soil, while consistency limits and compaction tests were conducted on the stabilized lateritic soil. The tests conformed to BS 1377 (1990). The chemical compositions of the RHA were assessed. Lateritic soil samples were mixed with lime in the proportions of 2, 4, 6, 8, and 10% by weight of dry soil. Plasticity Index (PI) was used as the determinant of optimum performance of lime-stabilized lateritic soil and this was obtained at 8% of lime addition. Thereafter, binder ratios (Lime: RHA) of 0:8, 2:6, 4:4, 6:2, and 8:0 were employed in the blending of the lateritic soil. The Plasticity Index (PI) of the stabilized soil were generally lowered to 7.82%, 21.36%, 18.97%, 19.71%, 15.03% when stabilized with BR2:675μm, BR4:475μm, BR6:275μm, BR2:6300μm and BR6:2300μm respectively. All binder ratios containing both lime and RHA size of 75 μm reduced the PI. Also, the effect of all binder ratios containing both lime and all RHA sizes showed increment in the Maximum Dry Density (MDD). Similarly, soil stabilized with BR2:6150μm, BR4:475μm, BR4:4150μm, BR4:4300μm, BR6:2150μm and BR6:2300μm offered a lowered OMC. 75μm RHA and BR4:475μm had the potential to improve Lime-RHA stabilized lateritic soil mixture especially for road application.
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Pan, Bao Feng, and Li Yuan Chen. "Experimental Research on Dry Shrinkage Performance of Ferrous Mill Tailings Stabilized with Inorganic Binding Materials." Advanced Materials Research 243-249 (May 2011): 4166–71. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.4166.
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Dry shrinkage performance of ferrous mill tailings stabilized with inorganic binding materials with the optimal ratio is studied through laboratory test. The curves of water loss-time and dry shrinkage strain-time are obtained. The comparisons to that of soil-lime are also made. It shows that the largest for water loss ratio and dry shrinkage strain is soil-lime, its dry shrinkage performance is the worst. The dry shrinkage strain of ferrous mill tailings stabilized with lime added a small amount of cement is increased, however, the compaction is increased and the amount of lime and cost is greatly reduced. The dry shrinkage performance of those materials: ferrous mill tailings stabilized with lime the best, then ferrous mill tailings stabilized with lime (cement), ferrous mill tailings stabilized with cement, soil-lime.
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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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Hatmoko, John Tri, and Hendra Suryadharma. "Fundamental factors on the behaviour of bagasse ash stabilized organic soil." MATEC Web of Conferences 258 (2019): 01019. http://dx.doi.org/10.1051/matecconf/201925801019.
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A series of experimental programs was undertaken to investigate mechanical behaviour of bagasse ash stabilized organic soil. Preliminary experiment was done to verify the chemical and physical characteristics of bagasse ash and organic soil. The following experiment was then performed to study the improvement of unconfined compression strength of bagasse ash stabilized organic soil. In this research, three different organic soils and four different bagasse ashes were used. The soil was mixed with 10, 20 and 30% bagasse ash, then a set of unconfined compression tests were performed. In general, the results indicate that the unconfined compression strength of stabilized soil improve proportional to the percentage of bagasse ash. And, the quick lime content (CaO), ratio between quick lime and silica (CaO/SiO2), and ratio between quick lime and the sum of silica and alumina {CaO/(SiO2+Al2O3)} were the fundamental factors affecting the improvement of bagasse ash stabilized soil unconfined compression strength. The significant improvement occurs on 0.25 < (CaO/SiO2) < 1.00, and 0.20< (CaO/(SiO2+Al3O3) < 0.67. In contrast, organic content decreased unconfined compression, and maximum dry density (MDD) of stabilized soil. The addition of bagasse to the organic soil, however, does not significantly improve the unconfined compression strength, then addition of 6, 8, and 10% calcium carbide residue (CCR) was performed to the bagasse ash stbilized organic soil to get better engineering performance of stabilized soil. For 9% CCR, qu improve from 93 to 208 kPa.
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Baqir, Husam, Aqeel Al-Adili, and Ali Sharef. "Compressibility of soft Iraqi soil stabilized with traditional Iraqi stabilizers (cement and lime)." MATEC Web of Conferences 162 (2018): 01015. http://dx.doi.org/10.1051/matecconf/201816201015.
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This study shows an improvement of two types of clay soil brought from different parts of Iraq. The first soil (A) from Al - Zaafaraniya site in Baghdad governorate. The second soil (B) from Garma Ali site in the Al Basra governorate, Iraq. Soft clayey soils were treated by a combination of sulphate resistance Portland cement (PC) and Quicklime (LQ) to modify and stability. PC was added in percentages of 2,4,6,8 and 10%, as well as, LQ was added to 2 and 4%, of dry weight. Laboratory tests to determine specific gravity, Atterbergs limits and standard proctor test were conducted. Also, the main objective of this research is the concentrating on compression ratio (CR), the Rebound (Swelling) ratio (RR) and the stiffness during the modulus of elasticity (Es) for treated and natural soils procreation from consolidation test. The results from laboratory tests shows high ability on the enhancing in terms of reduction in plasticity index (greatly increased workability), reduction in compression ratio (CR), reduction in the Rebound (Swelling) ratio (RR), increase in the modulus of elasticity (Es). The change in moisture-density relationships resulting in lower maximum dry densities, higher optimum water content, and less variation of dry density from the maximum over a much wider range of water contents.
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Consoli, Nilo Cesar, Eduardo José Bittar Marin, Rubén Alejandro Quiñónez Samaniego, Hugo Carlos Scheuermann Filho, and Nuno Miguel Cordeiro Cristelo. "Field and laboratory behaviour of fine-grained soil stabilized with lime." Canadian Geotechnical Journal 57, no. 6 (June 2020): 933–38. http://dx.doi.org/10.1139/cgj-2019-0271.
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Fine-grained soils, due to their high plasticity, possess great shrinkage potential and high compressibility and are responsible for very substantial maintenance costs during the service life of the associated infrastructures. Stabilization of such soils with lime is one of the most effective procedures to mitigate these undesirable characteristics and, at the same time, to enhance their mechanical properties. Current research seeks, through field and laboratory tests, to quantify the influence of calcitic hydrated lime on the strength and deflection characteristics clayey soil from the Paraguayan region of Chaco. The influence of different dry unit weights, lime amounts, and curing periods on the strength and deflection of a Paraguayan clay stabilized with lime was assessed. The present work shows, for the first time ever, that the porosity/lime index is the proper parameter to be used in the field when dealing with the strength of clay–lime bases of pavements. Hence, the results presented herein are a contribution to understanding the conditions in which these soils can be stabilized to be used in infrastructural applications.
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Ayehutsega, Biruk, Eleyas Assefa, and Costas Sachpazis. "Experimental Investigation on the Microstructural Properties of Black Cotton Soil Stabilized with Cinder (Scoria) Fines and Class-C Fly Ash." International Journal of Engineering Research in Africa 56 (October 4, 2021): 95–110. http://dx.doi.org/10.4028/www.scientific.net/jera.56.95.
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Black cotton soil is one of the significant problematic soil for any civil or geotechnical engineering application in the whole world. In the past several decades, different experimental studies have been carried out on the stabilization of expansive soil and different types of stabilizers like lime, Portland cement, cement fly ash, and lime fly ash were used and applied in highway and others construction. However, those traditional stabilizers are not environmentally friendly thus further scientific study is needed to minimize the percentage of carbon-based stabilizers. The fact that Ethiopia encountered major engineering problems due to these problematic soils many researchers have been conducted a vital study using traditional stabilizers for several years however there is no significant study on the microstructural properties of stabilized black cotton soil. In this study, a scoria fines and class c fly ash are used at different blended groups, for each group, the stabilizer content ranges from 10 to 30%. The liquid limit and plasticity index of the soil has been decreased with the increasing content of class c fly ash (FA) and cinder fines (CF). Especially after the soil treated with 25% of class c fly ash and 25% of cinder fines, the liquid limit has decreased by 51.61% and, the plasticity index by 78.61%, linear shrinkage by 66.58%, and the free swell index decreased by 78.9%. The CBR and UCS value has increased by 86.2% and 83.9%, respectively, and CBR swell reduced by 61.2% with increasing stabilizer content. The microstructural properties of Raw black cotton soil and samples that are selected based on strength and index properties (BCS+FA3, BCS+CF3, BCS+CF+FA3) were observed by Scanning electron microscopy (SEM) imagining device, and the result clearly shows the alteration in fabric and morphology of the sample. After treatment with class c fly ash and cinder fines, the laminated configuration of black cotton soil has changed to more flocculated and coherent mass. Also, the SEM image proves that cinder fines impart a mechanical bonding that forms well-developed floccules and a more porous nature. These types of particle arrangement and clay aggregation bring the improvement in index and strength properties.
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KAMON, Masashi, Huanda GU, and Takeshi KATSUMI. "EVALUATION OF SOIL STABILIZED BY FERRUM LIME." Journal of the Society of Materials Science, Japan 47, no. 12Appendix (1998): 254–60. http://dx.doi.org/10.2472/jsms.47.12appendix_254.
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Aldaood, Abdulrahman, Marwen Bouasker, Amina A Khalil, and Ibrahim Al-Kiki. "Stability Behavior of Lime Stabilized Gypseous Soil." Engineering and Technology Journal 31, no. 20 (November 1, 2013): 324–38. http://dx.doi.org/10.30684/etj.2013.83803.
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Al-Gharbawi, Ahmed S. A., Ahmed M. Najemalden, and Mohammed Y. Fattah. "Expansive Soil Stabilization with Lime, Cement, and Silica Fume." Applied Sciences 13, no. 1 (December 29, 2022): 436. http://dx.doi.org/10.3390/app13010436.
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The type of soil known as expansive soil is capable of changing its volume through swelling and contracting. These types of soils are mostly composed of montmorillonite, a mineral with the capacity to absorb water, which causes the soil to heave by increasing its volume. Due to their capacity to contract or expand in response to seasonal fluctuations in the water content, these expansive soils might prove to be a significant risk to engineering structures. Many studies have dealt with swelling soils and investigated the behavior of these soils, as well as their improvement. In this study, three percentages of lime, cement, and silica fume (5, 7, 9%) are used to stabilize the expansive soil, and the work is divided into two sections: the first is using a consolidation test to record the free swell and swell pressure for the untreated and treated soils; in the second part, the grouting technique is utilized as a process that can be applied in the field to maintain the improvement in the bearing capacity. It is concluded that the soil stabilized with different percentages of lime, cement, and silica fume exhibits a decrease in both free swell and swelling pressure by approximately 65% and 76%, respectively, as compared with untreated soil. The soil grouted with silica fume increases the bearing capacity of footings resting on the grouted soil by approximately 64% to 82% for the soil treated with 5% and 9% silica fume, respectively, as compared with untreated soil.
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Snodi, Lamyaa Najah, Yahya Atemimi, and Fauziah binti Ahmad. "Effect of stabilizers on the shear strength of residual soil." MATEC Web of Conferences 162 (2018): 01019. http://dx.doi.org/10.1051/matecconf/201816201019.
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In this paper, chemical stabilizer was used for soil characteristics improvement. Styrene Butadiene Rubber (SBR) polymer and lime is effectively used as an inexpensive and easily applied material for soil stabilization and its response performance was evaluated. This research studied improving the engineering properties of Residual soil by mixing it with varying percentages of chemical stabilizer. An evaluation of the effectiveness and performance of SBR and Lime as a soil stabilizer was performed over a series of laboratory tests for geotechnical soil properties. Residual soil used in this study was lateritic soil. The soil was mixed with various amounts of stabilizer for polymer (SBR) {2.5, 5, 10 and 12.5 %} and for lime {1.25,2.5,5 and 10%} by weight and then compacted at the optimum moisture content (OMC) and maximum dry unit weight (MMD). The original soil and the stabilized samples were subjected to unconfined compression test to determine their strength at different curing times (7,14 and 28 day). The results showed a reduction in the plasticity index. The results showed an increase in strength.
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Peng, Hong Tao, Qi Zhang, Nai Sheng Li, and De Fa Wang. "Effect of Glutinous Rice Paste on Compressive Strength of Lime-Stabilized Soil." Advanced Materials Research 280 (July 2011): 5–8. http://dx.doi.org/10.4028/www.scientific.net/amr.280.5.
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The lime-stabilized soil was mixed with glutinous rice paste in proper proportion to determine the difference in compressive strength caused by introduction of glutinous rice paste. The experimental results show that the unconfined compressive strengths of lime-stabilized soil specimens treated with glutinous rice paste are all higher than those without treated at different curing times (7d, 28d, 40d, and 60d). The calculated fractal box dimension value of SEM image of lime stabilized soil sample is close to and slightly less than the one treated with glutinous rice paste. The SEM images show that the microstructure of lime-stabilized soil treated with glutinous rice paste is denser than that without treated. This kind of denser microstructure should be the basis of higher unconfined compressive strengths of the specimens treated with glutinous rice paste.
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Yi, Yaolin, Martin Liska, Fei Jin, and Abir Al-Tabbaa. "Mechanism of reactive magnesia – ground granulated blastfurnace slag (GGBS) soil stabilization." Canadian Geotechnical Journal 53, no. 5 (May 2016): 773–82. http://dx.doi.org/10.1139/cgj-2015-0183.
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Reactive magnesia (MgO)-activated ground granulated blastfurnace slag (GGBS), with fixed GGBS dosages but varying MgO/GGBS ratios, was used for stabilization of two soils and compared with brucite (Mg(OH)2)-activated GGBS and hydrated lime (Ca(OH)2)-activated GGBS. A range of tests, including unconfined compressive strength testing, X-ray diffraction, and scanning electron microscopy, was conducted to study the mechanical, chemical, and microstructural properties of the stabilized soils, and then to investigate the mechanism of MgO–GGBS soil stabilization. Results indicate that the Mg(OH)2 had a minimal activating efficacy for GGBS-stabilized soil, while the reactive MgO yielded a higher activating efficacy than the Ca(OH)2. The activator–soil reactions in the stabilized soil slowed down the activating reaction rate for GGBS; this effect was less significant in MgO–GGBS-stabilized soil than in Ca(OH)2–GGBS-stabilized soil, and hence the GGBS hydration rate in the former was less reduced by the soil than the latter. The Mg2+ and OH− ions produced from MgO dissolution participated in the GGBS hydration reactions without precipitating Mg(OH)2. The common hydration products in all GGBS-stabilized soils were calcium silicate hydrate–like compounds. Additionally, hydrotalcite and calcite could be produced in MgO–GGBS- and Ca(OH)2–GGBS-stabilized soils, respectively, especially with a high activator/GGBS ratio.
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Khalil, Amina A., Mohammed N. J. Alzaidy, and Zeena A. Kazzaz. "BEARING CAPACITY OF STRIP FOOTING ON LIME STABILIZED EXPANSIVE CLAYEY SOIL." Tikrit Journal of Engineering Sciences 26, no. 3 (November 5, 2019): 43–50. http://dx.doi.org/10.25130/tjes.26.3.06.
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To investigate and understand the effect of lime on the engineering properties of an expansive clayey soil, 4% lime by weight of the dry soil have been added. The stabilized soil specimens were subjected to unconfined compression, swelling potential and pH value tests. Also, a finite element analyses using PLAXIS-2D software were conducted. The studied parameters include the footing size and thickness of lime stabilized soil, and then compared with the natural soil. It was proved that lime content and curing duration had a significant effect on the engineering properties of lime-treated soil. The curing duration had significantly enhanced the strength properties of the lime stabilized soil specimens, where, unconfined compressive strength has significantly improved. Also, the pH value was decreased with increasing curing durations. Moreover, it was found that the swelling potential of the lime-treated soil specimens was reduced by lime addition and increasing of the curing duration. The results of numerical analysis show that the stress-settlement behaviour and ultimate bearing capacity of footing can be considerably enhanced as the thickness of lime-treated increases, and the influence of footing width seems to be insignificant.
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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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Zhou, Sheng-quan, Da-wei Zhou, Yong-fei Zhang, Wei-jian Wang, and Dongwei Li. "Research on the Dynamic Mechanical Properties and Energy Dissipation of Expansive Soil Stabilized by Fly Ash and Lime." Advances in Materials Science and Engineering 2019 (December 6, 2019): 1–13. http://dx.doi.org/10.1155/2019/5809657.
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To probe into the dynamic mechanical properties of expansive soil stabilized by fly ash and lime under impact load, the split-Hopkinson pressure bar (SHPB) test was carried out in this study. An analysis was made on the dynamic mechanical property and final fracture morphology of stabilized soil, and the failure mechanism was also explored from the perspective of energy dissipation. According to the test results, under the impact pressure of 0.2 MPa, plain soil and pure fly ash-stabilized soil exhibit strong plasticity. After the addition of lime, the stabilized soil shows obvious brittle failure. The dynamic compressive strength and absorbed energy of stabilized soil first increase and then decrease with the change of mix proportions. Both the dynamic compressive strength and the absorbed energy reach the peak value at the content of 20% fly ash and 5% lime (20% F + 5% L). In the process of the test, most of the incident energy is reflected back to the incident bar. The absorbed energy of stabilized soil increases linearly with the rise of dynamic compressive strength, while the absorbed energy is negatively correlated with the fractal dimension. The fractal dimension of pore morphology of the plain soil is lower than that of the fly ash-lime combined stabilized soil when it comes to the two different magnification ratios. The test results indicate that the modifier content of 20% F + 5% L can significantly improve the dynamic mechanical properties of the expansive soil.