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Artykuły w czasopismach na temat "Lime Stabilized Soil"
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Islam, Md Rafizul, i 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, nr 1 (26.04.2020): 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 i 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, nr 11 (26.05.2023): 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, i Xiaoming Huang. "Effect of Mineral Additives on the Behavior of an Expansive Soil for Use in Highway Subgrade Soils". Applied Sciences 9, nr 1 (22.12.2018): 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 i Takaaki Kagawa. "Evaluation of Resilient Modulus for Lime- and Cement-Stabilized Synthetic Cohesive Soils". Transportation Research Record: Journal of the Transportation Research Board 1589, nr 1 (styczeń 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 (12.01.2023): 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 i Anand J. Puppala. "Expansive Soil Treatment with Liquid Ionic Soil Stabilizer". Transportation Research Record: Journal of the Transportation Research Board 2672, nr 52 (23.08.2018): 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 i S. Easa. "Characteristics of volcanic ash and natural lime based stabilized clayey soils". Canadian Journal of Civil Engineering 33, nr 11 (1.11.2006): 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, i 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, nr 03 (13.04.2023): 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 i Luo. "Analysis of Strength Development and Soil–Water Characteristics of Rice Husk Ash–Lime Stabilized Soft Soil". Materials 12, nr 23 (23.11.2019): 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 i Stelian Alexandru Borz. "Forest Road Subgrade Improvement by Lime and Sodium Nanoalginate Used as Stabilizers for Clay Soils". Forests 14, nr 7 (28.06.2023): 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.
Rozprawy doktorskie na temat "Lime Stabilized Soil"
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Gebretsadik, Alex Gezahegn. "Shear Resistance Degradation of Lime –Cement Stabilized Soil During Cyclic Loading". Thesis, KTH, Jord- och bergmekanik, 2014. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-141196.
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This thesis presents the results of a series of undrained cyclic triaxial tests carried out on four lime-cement stabilized specimens and clay specimen. The shear resistance degradation rate of lime-cement column subjected to cyclic loading simulated from heavy truck was investigated based on stress-controlled test. The influence of lime and cement on the degradation rate was investigated by comparing the behavior of stabilized kaolin and unstabilized kaolin with similar initial condition. The results indicate an increase in degree of degradation as the number of loading cycles and cyclic strain increase. It is observed that the degradation index has approximately a parabolic relationship with the number of cycles. Generally adding lime and cement to the clay will increase the degradation index which means lower degree of degradation. The degradation parameter, t has a hyperbolic relationship with shear strain, but it loses its hyperbolic shape as the soil getting stronger. On the other hand, for unstabilized clay an approximate linear relationship between degradation index and number of cycles was observed and the degradation parameter has a hyperbolic shape with the increase number of cycles. It was also observed that the stronger the material was, the lesser pore pressure developed in the lime-cement stabilized clay.
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SZELIGA, LUCIANNA. "EXPERIMENTAL STUDY OF SANDY SOIL STABILIZED WITH MUNICIPAL SOLID WASTE ASHES AND LIME". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2014. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=24405@1.
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PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROCONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Este estudo apresenta o comportamento de um solo arenoso estabilizado com cinzas obtidas através da incineração de Resíduo Sólido Urbano (RSU) e cal. Através de um estudo experimental, objetiva-se avaliar a aplicabilidade de misturas solo-cinza e solo-cinza volante-cal em obras geotécnicas como, por exemplo, camadas de aterros sanitários, aterros sobre solos moles e estabilização de taludes. Para isso, foram realizados ensaios de caracterização física, química e mecânica (ensaios triaxiais CID) para os materiais envolvidos. Para as misturas solo-cinza volante-cal, adicionou-se 3 porcento de cal em substituição ao peso seco das cinzas. Foram avaliadas as influências do teor de cinza (30 e 40 porcento) e tipo de cinza (volante - CV e fundo - CF), bem como o tempo de cura (0, 60 e 90 dias) para misturas com cinza volante e cal. Os resultados mostram que tanto as misturas com CV, como CF, apresentam resultados satisfatórios. Para ambas as cinzas, as porcentagens de 30 e 40 porcento apresentaram resultados similares, podendo-se adotar o valor de 40 porcento como teor ótimo, uma vez que proporciona a utilização de uma maior quantidade de resíduo. Comparando-se as cinzas, a CF apresentou resultados mais satisfatórios que a CV. Para as misturas com cura, observou-se que no tempo de 60 dias o material sofreu um maior ganho de resistência. Foram utilizados dois métodos de moldagem de corpo de prova para o ensaio com cura, obtendo-se melhor resultado para o método onde a cura era realizada em um corpo de prova pré-moldado. Portanto o uso das cinzas de RSU em mistura com este tipo de solo se mostra satisfatório, uma vez que apresentou um bom comportamento, contribui com o menor consumo de material natural e proporciona uma destinação ambientalmente correta deste resíduo.
This study presents the behavior of a sandy soil stabilized with municipal solid waste ash, and lime. In order to evaluate the applicability of mixtures soil-ash and soil-fly ash-lime for using in geotechnical projects as layers of landfills, embankment on soft soils and slope stability, an experimental campaign is presented. Thus, physical, chemical and mechanical (isotropically consolidated-drained triaxial test) characterization tests were performed for each material and mixtures. It was used 3 percent of lime in the mixtures soil- fly ash-lime, being added in replacement to the dry weight of fly ash. Were evaluated the influence of ash content (30 and 40 percent), type of ash (fly ash and bottom ash) and curing time (0, 60 and 90 days) for mixtures containing fly ash and lime. The results have shown that mixtures with both kinds of ashes present a satisfactory behavior, increasing or maintaining the shear strength parameters similar to the pure material. For both kinds of ashes the variation of the content has not provided significant changes in the strength parameters, therefore, 40 percent can be considered as best content, once it provides a bigger destination of the residue. Comparing fly and bottom ash, the last has presented better results than fly ash. For mixtures with lime and cure, it has been observed better results for 60 days of cure, with greater gain of strength. Two molding methods have been used for preparing the mixture specimen, being obtained a better result with pre modeled specimen. Therefore, the use of municipal solid waste ash for stabilizing this kind of soil for using in the cited works, could minimize the current problems of waste disposal, contribute with the reduction of consumption of natural resources and give a noble use for this material.
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Garibay, Jose Luis. "Guideline for pulverization of stabilized bases". To access this resource online via ProQuest Dissertations and Theses @ UTEP, 2008. http://0-proquest.umi.com.lib.utep.edu/login?COPT=REJTPTU0YmImSU5UPTAmVkVSPTI=&clientId=2515.
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Mohn, Douglas M. "Impact of Gypsum Bearing Water On Soil Subgrades Stabilized With Lime or Portland Cement". University of Akron / OhioLINK, 2015. http://rave.ohiolink.edu/etdc/view?acc_num=akron1430836216.
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Kennedy, Kalub S. "Evaluation of Chemically Stabilized Subgrades with High Sulfate Concentrations". Ohio University / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1554807825765069.
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Malanconi, Maurício. "Considerações sobre misturas de solos tropicais estabilizados quimicamente para uso como camada de pavimento urbano". Universidade Federal de São Carlos, 2012. https://repositorio.ufscar.br/handle/ufscar/4341.
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Previous issue date: 2012-11-27In view of the lack of basic infrastructure in Brazilian cities, especially in regard to paving networks, it is of fundamental importance a study to ascertain the geological characteristics of the materials available and their potential use as pavement layer after incorporation of additives. This thesis aims at determining, in the laboratory, the mechanical results of soiladditive mixture, in order to evaluate the structural performance of chemically stabilized tropical soils. It also brings, specific objectives, comparing traditional additives - cement and lime - with another additive available in the brazilian market; analyzing the possibility of using these stabilized soils in urban pavement layers and obtaining reference results that may provide subsidies for pavement designers. This research develops from the collection of four (4) soil samples at different points in São Carlos/SP, with whom has been conducted a series of tests: California Bearing Ratio, Expansion and Compression Test. There was an evaluation of soils by determining the mechanical properties of the mixed soil and additive, in terms of carrying capacity, simple compression and expansion. The results were obtained after compression of the mixture in the test specimens and the use of standardized testing methodologies. After a long series of laboratory tests developed for each sample, a critical analysis of structural performance, primarily in its natural condition, then with the structural behavior of each of them, after the incorporation of additives. Research has shown that the best structural behavior of all samples collected in the different conditions of stabilization occurred with the sample ST-03 which, stabilized with 6% cement, obtained in laboratory satisfactory performance for use as the base layer of pavement.
Em vista da carência de infra-estrutura básica nas cidades brasileiras, principalmente no que se refere às redes de pavimentação, faz-se de fundamental importância um estudo que permita conhecer as características geológicas dos materiais disponíveis e as suas possibilidades de utilização como camada de pavimento após a incorporação de aditivos. Esta dissertação tem como objetivo principal determinar, em laboratório, os resultados mecânicos da mistura soloaditivo, a fim de se avaliar o desempenho estrutural de solos tropicais estabilizados quimicamente. Traz ainda, como objetivos específicos, comparar os aditivos tradicionais - cimento e cal - com uma opção de aditivo disponível no mercado brasileiro; analisar a possibilidade de utilização desses solos estabilizados em camadas de pavimentos urbanos e obter resultados de referência que venham a fornecer subsídios aos projetistas de pavimento. Esta pesquisa desenvolve-se a partir da coleta de 4 (quatro) amostras de solo em diferentes pontos do município de São Carlos/S.P., com as quais se realizou uma série de ensaios de Capacidade de Suporte (CBR), Expansão (EXP.) e de Resistência a Compressão Simples (RC). Fez-se a avaliação dos solos tropicais através da determinação das propriedades mecânicas das misturas de solo e aditivo, em termos de capacidade de suporte, expansão e compressão simples. Os resultados foram obtidos após a compactação da mistura, em corpos de prova e com o emprego das metodologias de ensaio normalizadas. Após uma larga série de ensaios de laboratório, desenvolveu-se, para cada amostra, uma análise crítica do desempenho estrutural, primeiramente, em sua condição natural e, depois, no comportamento estrutural de cada uma delas, após a incorporação dos aditivos supracitados. A pesquisa demostrou que o melhor comportamento estrutural de todas as amostras coletadas, nas diversas condições de estabilização, ocorreu com a amostra ST-03 que, estabilizada com 6% de cimento, obteve em laboratório desempenho satisfatório para emprego como camada de base de pavimento.
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Abdi, Mahmoud Reza. "Effect of calcium sulphate on lime-stabilised kaolinite". Thesis, University of South Wales, 1992. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.304789.
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Venkata, Swamy B. "Stabilisation Of Black Cotton Soil By Lime Piles". Thesis, Indian Institute of Science, 2000. https://etd.iisc.ac.in/handle/2005/219.
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Modification of black cotton soils by chemical admixtures is a common method for stabilizing the swell-shrink tendency of expansive soils. Advantages of chemical stabilization are that they reduce the swell-shrink tendency of the expansive soils and also render the soils less plastic. Among the chemical stabilization methods for expansive soils, lime stabilization is most widely adopted method for improving the swell-shrink characteristics of expansive soils.
Lime stabilization of clays in field is achieved by shallow mixing of lime and soil or by deep stabilization technique. Shallow stabilization involves scarifying the soil to the required depth and lime in powder or slurry form is spread and mixed with the soil using a rotovator. The use of lime as deep stabilizer has been mainly restricted to improve the engineering behaviour of soft clays Deep stabilization using lime can be divided in three main groups: lime columns, lime piles and lime slurry injection. Lime columns refer to creation of deep vertical columns of lime stabilized material. Lime piles are usually holes in the ground filled with lime. Lime slurry pressure injection, as the name suggests, involves the introduction of a lime slurry into the ground under pressure.
Literature review brings out that lime stabilization of expansive clays in field is mainly performed by mixing of lime and soil up to shallow depths. The use of lime as deep stabilizer has been mainly restricted to improve the engineering behaviour of soft clays. Use of lime in deep stabilization of expansive soils however has not been given due attention. There exists a definite need to examine methods for deep stabilization of expansive soils to prevent the deeper soil layers from causing distress to the structures in response to the seasonal climatic variations. In addition, there exists a need for in-situ soil stabilization using lime in case of distressed structures founded on expansive soil deposits.
The physical mixing of lime and soil in shallow stabilization method ensures efficient contact between lime and clay particles of the soil. It however has limitation in terms of application as it is only suited for stabilization of expansive soils to relatively shallow depths. Studies available have not compared the relative efficiency of the lime pile technique and lime-soil mixing method in altering the physico-chemical, index and engineering properties of expansive black cotton soils.
To achieve the above objectives laboratory experiments are performed that study:
1. the efficacy of lime piles in stabilizing compacted black cotton soil specimens from
Chitradurga District in Karnataka. The efficiency of lime piles in chemically stabilizing
the compacted black cotton soil mass was investigated as a function of:
a)amount of lime contained in the lime pile
b)radial migration of lime from the central lime pile
c)migration of lime as a function of soil depth
2. the relative impact of the lime pile technique and lime-soil mixing method in altering the
physico-chemical, index and engineering properties of expansive black cotton soil.
The organization of this thesis is as follows
After the first introductory chapter, a detailed review of literature performed towards highlighting the need to examine stabilization of expansive soils using lime pile technique is brought out in Chapter 2.
Chapter 3 presents a detailed experimental programme of the study. 25 mm and 75 mm diameter lime piles were installed in the compacted soil mass to study the influence of amount of lime contained in the lime pile on the soil properties. The amount of quick lime contained in the 25 mm and 75 mm lime piles corresponded to 1 % and 3 % by dry weight of the soil mass respectively. Radial and vertical migration of lime from the central lime pile was examined by sampling soil specimens at different radial distances from the central lime pile and at different depths of soil sample. At a given depth and radial distance, migration of lime was estimated by comparing the exchangeable cation composition, pH and pore salinity of the treated soil with that of the natural (untreated) black cotton soil specimen. Alterations in the soil engineering properties at a given depth and radial distance were evaluated by comparing the index properties, swell potential and unconfined compressive strength of the lime pile treated soil specimen with those of the untreated specimen. To compare the relative efficiency of lime mixing and lime pile technique in altering the swelling behaviour of black cotton soil, batches of black cotton soil specimens were treated with 1 % and 3 % quick lime on dry soil weight basis. The compacted soil-lime mixes were cured at moisture contents of 31-34 % for a period of 10 days. The physico-chemical, index and engineering properties of the 1 % lime mixed specimens are compared with those of the 25 mm lime pile treated specimens. The properties of the 3 % lime mixed soil specimens are compared with those of the 75 mm lime pile treated specimens.
Chapter 4 examines the efficacy of lime piles in stabilizing compacted black cotton soil specimens from Chitradurga District in Karnataka. Experimental results showed that controlling the swell potential of deep expansive soil deposits is possible by the lime pile technique. Treatment with lime pile caused migration of dissociated calcium and hydroxyl ions into the surrounding soil mass. In case of 25 mm lime pile, the experimental setup allowed measurement of migration of lime up to three times the lime pile diameter. In case of 75 mm lime pile, the experimental setup allowed measurement of migration of lime up to 1.6 times pile diameter. In both experiments, migration of lime was also uniform through out the soil depth of 280 mm. Migration of calcium and hydroxyl ions increased the pore salinity and pH of the treated soil mass. The increase in pH caused clustering of additional exchangeable calcium ions at the negative clay particle edges. The increased pore salinity and exchangeable calcium ions reduced the diffuse ion layer thickness that in turn suppressed the plasticity index and the swell potential of the compacted expansive soil. The laboratory results hence bring out that lime pile treatment in the field can substantially reduce the swell potential of the soil at least to a radial extent of 2 to 3 times the lime pile diameter.
The 75 mm lime pile contained lime content in excess of the initial consumption of lime (ICL) value of the black cotton soil - namely 2.6 %. Laboratory results showed that migration of hydroxyl ions even from the 75 mm pile could not elevate the soil pH to levels required for soil-lime pozzoIonic reactions (pH ≥12). The very low solubility of lime in water (< 1 g/litre) and the impervious nature of the black cotton soil are considered to have impeded efficient interactions between lime and soil in course of treatment of the expansive soil with lime piles. Absence of soil-lime pozzolonic reactions precluded the formation of cementation compounds in the lime pile treated soil specimens. Cementation compounds formed by the soil-lime pozzolonic reactions are responsible for the much higher strengths of lime stabilized soils. Consequently, treatment with 25 mm pile had no impact on the unconfined compressive strength of the black cotton soil. Comparatively, treatment with 75 mm lime pile slightly increased the strength of the treated soil due to increased inter-particle attraction and particle flocculation.
Chapter 5 compares the relative efficiency of the lime pile technique and lime-soil mixing method in altering the physico-chemical, index and engineering properties of expansive black cotton soil. Experimental results showed that mixing of soil and lime promote stronger chemical interactions between lime released hydroxyl ions and clay particles than that achieved by diffusion of lime from a central lime pile. The more alkaline pH of the lime mixed soil specimens rendered the clay particle edges more negative. Consequently, more calcium ions were adsorbed at the clay particle edges of the lime mixed soil specimens imparting them higher exchangeable calcium contents than the lime pile treated soil specimens. Also, at 3 % lime addition, the pH of the lime-mixed soil was sufficiently high (in excess of 12) to cause dissolution of silica and alumina from the clay lattice necessary for the formation of cementation compounds. The stronger lime modification reactions plus the lime-soil pozzolonic reactions (applicable for soil treated with lime content greater than ICL value) achieved by the lime mixing technique rendered the expansive soil much less plastic, much less expansive and much stronger than the lime pile treated specimens. The results of the laboratory study hence suggest that if a choice exists in the field between conventional method of spreading-mixing-compacting of soil-lime mixes and treating the ground with lime piles, the former technique should be adopted because of its greater efficacy in stabilizing the expansive soil.
Chapter 6 summarizes the findings of the study.
9
Venkata, Swamy B. "Stabilisation Of Black Cotton Soil By Lime Piles". Thesis, Indian Institute of Science, 2000. http://hdl.handle.net/2005/219.
Pełny tekst źródłaStreszczenie:
Modification of black cotton soils by chemical admixtures is a common method for stabilizing the swell-shrink tendency of expansive soils. Advantages of chemical stabilization are that they reduce the swell-shrink tendency of the expansive soils and also render the soils less plastic. Among the chemical stabilization methods for expansive soils, lime stabilization is most widely adopted method for improving the swell-shrink characteristics of expansive soils.
Lime stabilization of clays in field is achieved by shallow mixing of lime and soil or by deep stabilization technique. Shallow stabilization involves scarifying the soil to the required depth and lime in powder or slurry form is spread and mixed with the soil using a rotovator. The use of lime as deep stabilizer has been mainly restricted to improve the engineering behaviour of soft clays Deep stabilization using lime can be divided in three main groups: lime columns, lime piles and lime slurry injection. Lime columns refer to creation of deep vertical columns of lime stabilized material. Lime piles are usually holes in the ground filled with lime. Lime slurry pressure injection, as the name suggests, involves the introduction of a lime slurry into the ground under pressure.
Literature review brings out that lime stabilization of expansive clays in field is mainly performed by mixing of lime and soil up to shallow depths. The use of lime as deep stabilizer has been mainly restricted to improve the engineering behaviour of soft clays. Use of lime in deep stabilization of expansive soils however has not been given due attention. There exists a definite need to examine methods for deep stabilization of expansive soils to prevent the deeper soil layers from causing distress to the structures in response to the seasonal climatic variations. In addition, there exists a need for in-situ soil stabilization using lime in case of distressed structures founded on expansive soil deposits.
The physical mixing of lime and soil in shallow stabilization method ensures efficient contact between lime and clay particles of the soil. It however has limitation in terms of application as it is only suited for stabilization of expansive soils to relatively shallow depths. Studies available have not compared the relative efficiency of the lime pile technique and lime-soil mixing method in altering the physico-chemical, index and engineering properties of expansive black cotton soils.
To achieve the above objectives laboratory experiments are performed that study:
1. the efficacy of lime piles in stabilizing compacted black cotton soil specimens from
Chitradurga District in Karnataka. The efficiency of lime piles in chemically stabilizing
the compacted black cotton soil mass was investigated as a function of:
a)amount of lime contained in the lime pile
b)radial migration of lime from the central lime pile
c)migration of lime as a function of soil depth
2. the relative impact of the lime pile technique and lime-soil mixing method in altering the
physico-chemical, index and engineering properties of expansive black cotton soil.
The organization of this thesis is as follows
After the first introductory chapter, a detailed review of literature performed towards highlighting the need to examine stabilization of expansive soils using lime pile technique is brought out in Chapter 2.
Chapter 3 presents a detailed experimental programme of the study. 25 mm and 75 mm diameter lime piles were installed in the compacted soil mass to study the influence of amount of lime contained in the lime pile on the soil properties. The amount of quick lime contained in the 25 mm and 75 mm lime piles corresponded to 1 % and 3 % by dry weight of the soil mass respectively. Radial and vertical migration of lime from the central lime pile was examined by sampling soil specimens at different radial distances from the central lime pile and at different depths of soil sample. At a given depth and radial distance, migration of lime was estimated by comparing the exchangeable cation composition, pH and pore salinity of the treated soil with that of the natural (untreated) black cotton soil specimen. Alterations in the soil engineering properties at a given depth and radial distance were evaluated by comparing the index properties, swell potential and unconfined compressive strength of the lime pile treated soil specimen with those of the untreated specimen. To compare the relative efficiency of lime mixing and lime pile technique in altering the swelling behaviour of black cotton soil, batches of black cotton soil specimens were treated with 1 % and 3 % quick lime on dry soil weight basis. The compacted soil-lime mixes were cured at moisture contents of 31-34 % for a period of 10 days. The physico-chemical, index and engineering properties of the 1 % lime mixed specimens are compared with those of the 25 mm lime pile treated specimens. The properties of the 3 % lime mixed soil specimens are compared with those of the 75 mm lime pile treated specimens.
Chapter 4 examines the efficacy of lime piles in stabilizing compacted black cotton soil specimens from Chitradurga District in Karnataka. Experimental results showed that controlling the swell potential of deep expansive soil deposits is possible by the lime pile technique. Treatment with lime pile caused migration of dissociated calcium and hydroxyl ions into the surrounding soil mass. In case of 25 mm lime pile, the experimental setup allowed measurement of migration of lime up to three times the lime pile diameter. In case of 75 mm lime pile, the experimental setup allowed measurement of migration of lime up to 1.6 times pile diameter. In both experiments, migration of lime was also uniform through out the soil depth of 280 mm. Migration of calcium and hydroxyl ions increased the pore salinity and pH of the treated soil mass. The increase in pH caused clustering of additional exchangeable calcium ions at the negative clay particle edges. The increased pore salinity and exchangeable calcium ions reduced the diffuse ion layer thickness that in turn suppressed the plasticity index and the swell potential of the compacted expansive soil. The laboratory results hence bring out that lime pile treatment in the field can substantially reduce the swell potential of the soil at least to a radial extent of 2 to 3 times the lime pile diameter.
The 75 mm lime pile contained lime content in excess of the initial consumption of lime (ICL) value of the black cotton soil - namely 2.6 %. Laboratory results showed that migration of hydroxyl ions even from the 75 mm pile could not elevate the soil pH to levels required for soil-lime pozzoIonic reactions (pH ≥12). The very low solubility of lime in water (< 1 g/litre) and the impervious nature of the black cotton soil are considered to have impeded efficient interactions between lime and soil in course of treatment of the expansive soil with lime piles. Absence of soil-lime pozzolonic reactions precluded the formation of cementation compounds in the lime pile treated soil specimens. Cementation compounds formed by the soil-lime pozzolonic reactions are responsible for the much higher strengths of lime stabilized soils. Consequently, treatment with 25 mm pile had no impact on the unconfined compressive strength of the black cotton soil. Comparatively, treatment with 75 mm lime pile slightly increased the strength of the treated soil due to increased inter-particle attraction and particle flocculation.
Chapter 5 compares the relative efficiency of the lime pile technique and lime-soil mixing method in altering the physico-chemical, index and engineering properties of expansive black cotton soil. Experimental results showed that mixing of soil and lime promote stronger chemical interactions between lime released hydroxyl ions and clay particles than that achieved by diffusion of lime from a central lime pile. The more alkaline pH of the lime mixed soil specimens rendered the clay particle edges more negative. Consequently, more calcium ions were adsorbed at the clay particle edges of the lime mixed soil specimens imparting them higher exchangeable calcium contents than the lime pile treated soil specimens. Also, at 3 % lime addition, the pH of the lime-mixed soil was sufficiently high (in excess of 12) to cause dissolution of silica and alumina from the clay lattice necessary for the formation of cementation compounds. The stronger lime modification reactions plus the lime-soil pozzolonic reactions (applicable for soil treated with lime content greater than ICL value) achieved by the lime mixing technique rendered the expansive soil much less plastic, much less expansive and much stronger than the lime pile treated specimens. The results of the laboratory study hence suggest that if a choice exists in the field between conventional method of spreading-mixing-compacting of soil-lime mixes and treating the ground with lime piles, the former technique should be adopted because of its greater efficacy in stabilizing the expansive soil.
Chapter 6 summarizes the findings of the study.
10
Buttress, Adam James. "Physicochemical behaviour of artificial lime stabilised sulfate bearing cohesive soils". Thesis, University of Nottingham, 2013. http://eprints.nottingham.ac.uk/14463/.
Pełny tekst źródłaStreszczenie:
Soil stabilisation is a useful civil engineering technique that enables the insitu material to be used as part of an engineered structure. Stabilised layers are used in road foundation; working platforms and for slope stabilisation and sea defences. Chemical stabilisation involves the use of a hydraulic binder (and sometimes additional pozzolans). Commonly, quicklime (CaO) or slaked-lime (Ca(OH)2) is used. On mixing into the ground, this reacts with the aluminosilicates of the clay fraction, reducing its overall water content and plasticity. Further additions increase the insitu pH. Above pH 10.4, the aluminosilicates become soluble in the pore solution. They are then able to form a range of insoluble mineral hydrates which constitute a cementitious matrix. This results in both an increase in mechanical strength and a decrease in dimensional stability. If the insitu material contains sulfur bearing mineralogies, these can react with the hydraulic binder and the aluminosilicates to form expansive minerals. If this occurs after the initial setting and hardening of the stabilised layer has occurred, it can lead to severe dimensional instability and mechanical weakening. This is termed sulfate heave and the principal agent of this heave is a hydrous calcium sulfoaluminate hydrate, ettringite (AFt). The fundamental processes of ettringite formation and associated expansion are little understood in stabilised soils. This research used a range of artificial sulfate bearing, lime stabilised blended soil samples subject to two immersion tests used for material suitability assessment in the UK. The physicochemical response (in terms of dimensional heave and mechanical weakening) was assessed as a function of soil composition and the environmental conditions imposed by the two immersion tests. The fundamental microstructure and phase composition was characterised using a range of analytical techniques (XRD, SEM-EDX, dTGA). The relationship between the observed macro-physical properties and underlying chemical environment and microstructure was explored. Key findings include that the mechanism of ettringite formation and expansion was found to be governed by the fundamental structure of the bulk clay. This explained the greater swell response of the kaolin based soils compared to those of the montmorillonite. The SEM-EDX analysis identified a primitive, Ca-rich, AFt phase termed ‘ball ettringite’, in stabilised soils. This has only relatively recently been reported in studies of cement mortars. Also, small amounts of sulfate in the bulk soil actually increase soil strength. It was suggested that the preferential formation of monosulfate (AFm) plays an important role in this mechanism. The introduction of water to the pore solution is key to the formation of ettringite. This was evidenced by X-Ray CT of the damage caused to soil specimens on immersion, as well as low angle XRD studies of the principal AFt peak. Based on the limited testing undertaken one of the immersion tests (European accelerated volumetic swell test, EN13286-49), appears to be more onerous than the other (UK CBR linear swell test, BS1924-2).
Książki na temat "Lime Stabilized Soil"
1
Building with Lime Stabilized Soil. Practical Action Publishing, 2021.
Znajdź pełny tekst źródła
2
Holmes, Stafford, i Bee Rowan. Building with Lime Stabilized Soil. Practical Action Publishing, 2021.
Znajdź pełny tekst źródła
3
Carder, D. R. Review of Lime Piles and Lime-stabilised Soil Columns. Thomas Telford Ltd, 1997.
Znajdź pełny tekst źródła
4
Carder, D. R. Laboratory Trial Mixes for Lime-stabilised Soil Columns and Lime Piles (TRL 306). Thomas Telford Ltd, 1997.
Znajdź pełny tekst źródłaCzęści książek na temat "Lime Stabilized Soil"
1
Khalid, Norazlan, Mazidah Mukri, Faizah Kamarudin, Norbaya Sidek i Mohd Fadzil Arshad. "Strength of Soft Soil Stabilized Using Lime-POFA Mixtures". W InCIEC 2013, 501–10. Singapore: Springer Singapore, 2014. http://dx.doi.org/10.1007/978-981-4585-02-6_43.
Pełny tekst źródła
2
Venkatesh, Noolu, Danish Ali, Rakesh J. Pillai i M. Heera Lal. "Strength and Durability Characteristic of Lime Stabilized Black Cotton Soil". W Lecture Notes in Civil Engineering, 739–50. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6237-2_60.
Pełny tekst źródła
3
Jan, Obaid Qadir, i Bashir Ahmed Mir. "Strength and Micro Structural Behavior of Lime Stabilized Dredged Soil". W Sustainable Civil Infrastructures, 132–53. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01917-4_11.
Pełny tekst źródła
4
Ahirwar, Aditya D., i H. S. Chore. "Strength Characteristics of Copper Slag and Lime Stabilized Clayey Soil". W Lecture Notes in Civil Engineering, 531–37. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-4739-1_50.
Pełny tekst źródła
5
Shivanshi, Arvind Kumar Jha, Ankush Kumar Jain i M. Parwez Akhtar. "Effect of Sulphate Contamination on Lime-Stabilized Black Cotton Soil". W Lecture Notes in Civil Engineering, 51–61. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-9988-0_6.
Pełny tekst źródła
6
Panda, Nivedita, Sanjukta Sahoo i Hemalata Jena. "Performance of Highway Subgrade Soil Stabilized with Lime and Slag". W Energy, Environment, and Sustainability, 215–29. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-1517-0_10.
Pełny tekst źródła
7
Ismeik, Muhannad, i Taha Ahmed. "Prediction of Geotechnical Properties of Lime-Stabilized Soils: Ongoing Research and Preliminary Results". W Advancements in Unsaturated Soil Mechanics, 150–57. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-34206-7_12.
Pełny tekst źródła
8
Zhang, Feng, Kangwei Tang, Qiubo Yan, Shujuan Wang i Yan Liu. "Experimental Investigation on Dynamic Resilient Modulus of Lime Stabilized Clay Soil". W Proceedings of GeoShanghai 2018 International Conference: Fundamentals of Soil Behaviours, 710–17. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0125-4_79.
Pełny tekst źródła
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Dumpa, Venkateswarlu, Rajesh Vipparty, Anjan Kumar Mantripragada i G. V. R. Prasada Raju. "Evaluating the Strength Characteristics of Lime and Metakaolin Stabilized Expansive Soil". W Lecture Notes in Civil Engineering, 239–48. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0559-7_27.
Pełny tekst źródła
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De Silva, H. S. U., D. S. P. Amarasekara i L. C. Kurukulasuriya. "Elastic and Shear Moduli of Over Consolidated Lime Stabilized Clayey Soil". W Lecture Notes in Civil Engineering, 315–24. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-2886-4_23.
Pełny tekst źródłaStreszczenia konferencji na temat "Lime Stabilized Soil"
1
Qian, Jingsong, Guoxi Liang, Jianming Ling i Shuo Wang. "Laboratory Research on Resilient Modulus of Lime-Stabilized Soil". W Geo-Shanghai 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413401.016.
Pełny tekst źródła
2
Liu, Shu-Tang, Wei-Dong Cao, Xue-Chi Gao, Xin-Zhuang Cui i Qing-Sen Shang. "Experimental Study on Soil Stabilized with Firming Agent and Lime". W GeoHunan International Conference 2009. Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41043(350)21.
Pełny tekst źródła
3
Daniels, John L., Shaogang Lei, Zhengfu Bian i Benjamin F. Bowers. "Air-Soil Relationships for Lime and Cement Stabilized Sub-Grades". W GeoShanghai International Conference 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41104(377)42.
Pełny tekst źródła
4
Aldaood, A., M. Bouasker i M. Al-Mukhtar. "Stability Behavior of Lime Stabilized Gypseous Soil under Long-Term Soaking". W Second International Conference on Geotechnical and Earthquake Engineering. Reston, VA: American Society of Civil Engineers, 2013. http://dx.doi.org/10.1061/9780784413128.021.
Pełny tekst źródła
5
Dominguez, Ivy Tarazona, Vitaliano Sulca Llacccho, Gary Duran Ramirez i Gustavo Llerena Cano. "Experimental study of mechanical behavior of stabilized volcanic soil with lime". W 2020 Congreso Internacional de Innovación y Tendencias en Ingeniería (CONIITI). IEEE, 2020. http://dx.doi.org/10.1109/coniiti51147.2020.9240283.
Pełny tekst źródła
6
Solanki, Pranshoo, i Musharraf Zaman. "Characterization of Lime- and Fly Ash-Stabilized Soil by Indirect Tensile Testing". W Geo-Frontiers Congress 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41165(397)454.
Pełny tekst źródła
7
Padmaraj, Dhanalakshmi, i D. N. Arnepalli. "Investigations on Carbonation of Lime Stabilized Expansive Soil from Micro-Level Perspectives". W Geo-Congress 2022. Reston, VA: American Society of Civil Engineers, 2022. http://dx.doi.org/10.1061/9780784484012.011.
Pełny tekst źródła
8
Kurup, G. Surya Narayana, Sona P. S., Luthfa U, Varsha Manu i Amal Azad Sahib. "Undrained Strength Characteristics of Fibre Reinforced Expansive Soils". W International Web Conference in Civil Engineering for a Sustainable Planet. AIJR Publisher, 2021. http://dx.doi.org/10.21467/proceedings.112.19.
Pełny tekst źródłaStreszczenie:
Expansive soils are those whose volume changes take place while it comes in contact with water. It expands during rainy season due to intake of water and shrinks during summer season. Expansive soils owe their characteristics due to the presence of swelling clay minerals. Expansive soils cover nearly 20% of landmass in India and include almost the entire Deccan plateau, western Madhya Pradesh, parts of Gujarat, Uttar Pradesh, Andhra Pradesh, Karnataka and Maharashtra. The properties that describe the expansive behaviour of soils are free swell index, swell potential and swell pressure. This behaviour has an impounding effect on the bearing capacity and strength of foundation lying on such a soil. Some of the stabilization techniques which are currently being used are physical alternations, sand cushioning, belled piers, under reamed piers, granular pile anchors, chemical stabilization, and fibre reinforcement techniques. This paper focuses on improvement in the strength characteristics of stabilized Chittur soil. The commonly used stabilizer for expansive soils is lime. This paper looks upon alternative materials such as fly ash and polypropylene fibres in order to reduce the lime content. It was concluded from the trials that an optimum combination of 1.5% lime, 10% fly ash and 0.2% polypropylene fibres contribut
9
Mohan, Regi P., i Adarsh P. "Strength Characterisation of Nanochemical Stabilized Kuttanad Clay for Pavement Construction". W International Web Conference in Civil Engineering for a Sustainable Planet. AIJR Publisher, 2021. http://dx.doi.org/10.21467/proceedings.112.17.
Pełny tekst źródłaStreszczenie:
Kuttanad clays are low strength, soft, organic clay deposits found in the Kuttanad areas of the Alappuzha district, Kerala. Lots of failures have been reported to the structures built over it due to its swelling - shrinking characteristics. To enhance the load-bearing capacity and decrease the settlement characteristics, the addition of appropriate stabilizing agents is considered the most efficient technique in soil stabilization applications. Soil stabilization techniques using traditional stabilizers in mass projects have become costly due to the increase in the cost of materials like cement, lime, fly ash, etc. Moreover, cement production also accounts for global warming due to the emission of carbon gas. Hence studies are going on regarding the effectiveness of using non-traditional materials that can react faster as stabilizing agents and thus reducing the cost of construction. This paper focuses on studying the suitability of a non-traditional nanotechnology-based organo-silane compound in the treatment of Kuttanad clay soils. Observations were made for the variation in the strength characteristics of the soil such as maximum dry density, optimum moisture content, Unconfined Compressive Strength (UCS), California Bearing Ratio (CBR) strength of samples stabilized with varying dosages of nanochemical for curing periods up to 28days.
10
Kwan, W. H., C. B. Cheah, M. Ramli i Y. K. Al-Sakkaf. "Incorporation of bitumen and calcium silicate in cement and lime stabilized soil blocks". W GREEN AND SUSTAINABLE TECHNOLOGY: 2nd International Symposium (ISGST2017). Author(s), 2017. http://dx.doi.org/10.1063/1.4979382.
Pełny tekst źródłaRaporty organizacyjne na temat "Lime Stabilized Soil"
1
Butler, Afrachanna, Catherine Thomas, Nathan Beane, Anthony Bednar i William Frederick. Phytomanagement of soil and groundwater at the Niagara Falls Storage Site (NFSS) using hybridized trees. Engineer Research and Development Center (U.S.), wrzesień 2021. http://dx.doi.org/10.21079/11681/42083.
Pełny tekst źródłaStreszczenie:
The Manhattan Engineer District previously used the 191-acre Niagara Falls Storage Site (NFSS) in Niagara County, New York, to store radioactive residues and wastes from uranium (U) ore processing. At present, management practices will determine whether enhanced evapotranspiration rates produced by hybridized shrub willow cuttings planted in 2016 will affect groundwater hydrology. Two shrub willow varieties were planted in an approximately one-half acre area to examine growth performance along a U impacted sanitary sewer line. Additionally, control plots will compare the effectiveness of shrub willows to unplanted areas. Observations of the planted area after 18 months showed success of shrub willow growth with increasing biomass. Chemical analysis from tree tissue samples of the field study showed no significant uptake of U or thorium (Th) to date. A greenhouse study conducted in parallel to the field study tested the willows under controlled greenhouse conditions and evaluated their ability to grow and accumulate contaminants under controlled conditions. Results from the greenhouse study demonstrated that U accumulation was minimal. Thus, this study demonstrates that the shrub willows are not accumulators of U or Th, an advantageous characteristic that implies stabilized contaminants in the soil and no translocation of U into the aboveground biomass.
2
Wagner, Anna, Jon Maakestad, Edward Yarmak i Thomas Douglas. Artificial ground freezing using solar-powered thermosyphons. Engineer Research and Development Center (U.S.), listopad 2021. http://dx.doi.org/10.21079/11681/42421.
Pełny tekst źródłaStreszczenie:
Thermosyphons are an artificial ground-freezing technique that has been used to stabilize permafrost since the 1960s. The largest engineered structure that uses thermosyphons to maintain frozen ground is the Trans Alaska Pipeline, and it has over 124,000 thermosyphons along its approximately 1300 km route. In passive mode, thermosyphons extract heat from the soil and transfer it to the environment when the air temperature is colder than the ground temperature. This passive technology can promote ground cooling during cold winter months. To address the growing need for maintaining frozen ground as air temperatures increase, we investigated a solar-powered refrigeration unit that could operate a thermosyphon (nonpassive) during temperatures above freezing. Our tests showed that energy generated from the solar array can operate the refrigeration unit and activate the hybrid thermosyphon to artificially cool the soil when air temperatures are above freezing. This technology can be used to expand the application of thermosyphon technology to freeze ground or maintain permafrost, particularly in locations with limited access to line power.