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stabilized</title> <meta name="description" content="Search results for: soil stabilized"> <meta name="keywords" content="soil stabilized"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block d-lg-none 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action="https://publications.waset.org/abstracts/search"> <div id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="soil stabilized"> <input type="submit" class="btn_search" value="Search"> </div> </div> </form> </div> </div> <div class="row mt-3"> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Commenced</strong> in January 2007</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Frequency:</strong> Monthly</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Edition:</strong> International</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Paper Count:</strong> 3237</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: soil stabilized</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3237</span> The Effect of Soil Fractal Dimension on the Performance of Cement Stabilized Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nkiru%20I.%20Ibeakuzie">Nkiru I. Ibeakuzie</a>, <a href="https://publications.waset.org/abstracts/search?q=Paul%20D.%20J.%20Watson"> Paul D. J. Watson</a>, <a href="https://publications.waset.org/abstracts/search?q=John%20F.%20Pescatore"> John F. Pescatore</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In roadway construction, the cost of soil-cement stabilization per unit area is significantly influenced by the binder content, hence the need to optimise cement usage. This research work will characterize the influence of soil fractal geometry on properties of cement-stabilized soil, and strive to determine a correlation between mechanical proprieties of cement-stabilized soil and the mass fractal dimension Dₘ indicated by particle size distribution (PSD) of aggregate mixtures. Since strength development in cemented soil relies not only on cement content but also on soil PSD, this study will investigate the possibility of reducing cement content by changing the PSD of soil, without compromising on strength, reduced permeability, and compressibility. A series of soil aggregate mixes will be prepared in the laboratory. The mass fractal dimension Dₘ of each mix will be determined from sieve analysis data prior to stabilization with cement. Stabilized soil samples will be tested for strength, permeability, and compressibility. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=fractal%20dimension" title="fractal dimension">fractal dimension</a>, <a href="https://publications.waset.org/abstracts/search?q=particle%20size%20distribution" title=" particle size distribution"> particle size distribution</a>, <a href="https://publications.waset.org/abstracts/search?q=cement%20stabilization" title=" cement stabilization"> cement stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=cement%20content" title=" cement content"> cement content</a> </p> <a href="https://publications.waset.org/abstracts/101303/the-effect-of-soil-fractal-dimension-on-the-performance-of-cement-stabilized-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/101303.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">219</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3236</span> Mechanical Properties of a Soil Stabilized With a Portland Cement</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20Emad%20Ahmed">Ahmed Emad Ahmed</a>, <a href="https://publications.waset.org/abstracts/search?q=Mostafa%20El%20Abd"> Mostafa El Abd</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20Wakeb"> Ahmed Wakeb</a>, <a href="https://publications.waset.org/abstracts/search?q=Moahmmed%20Eissa"> Moahmmed Eissa</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil modification and reinforcing aims to increase soil shear strength and stiffness. In this report, different amounts of cement were added to the soil to explore its effect on shear strength and penetration using 3 tests. The first test is proctor compaction test which was conducted to determine the optimal moisture content and maximum dry density. The second test was direct shear test which was conducted to measure shear strength of soil. The third experiment was California bearing ratio test which was done to measure the penetration in soil. Each test was done different amount of times using different amounts of cement. The results from every test show that cement improve soil shear strength properties and stiffness. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilized" title="soil stabilized">soil stabilized</a>, <a href="https://publications.waset.org/abstracts/search?q=soil" title=" soil"> soil</a>, <a href="https://publications.waset.org/abstracts/search?q=mechanical%20properties%20of%20soil" title=" mechanical properties of soil"> mechanical properties of soil</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilized%20with%20a%20portland%20cement" title=" soil stabilized with a portland cement"> soil stabilized with a portland cement</a> </p> <a href="https://publications.waset.org/abstracts/156917/mechanical-properties-of-a-soil-stabilized-with-a-portland-cement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/156917.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">134</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3235</span> Modeling of Compaction Curves for CCA-Cement Stabilized Lateritic Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=O.%20Ahmed%20Apampa">O. Ahmed Apampa</a>, <a href="https://publications.waset.org/abstracts/search?q=Yinusa"> Yinusa</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Jimoh"> A. Jimoh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The aim of this study was to develop an appropriate model for predicting the compaction behavior of lateritic soils and corn cob ash (CCA) stabilized lateritic soils. This was done by first adopting an equation earlier developed for fine-grained soils and subsequent adaptation by others and extending it to modified lateritic soil through the introduction of alpha and beta parameters which are polynomial functions of the CCA binder input. The polynomial equations were determined with MATLAB R2011 curve fitting tool, while the alpha and beta parameters were determined by standard linear programming techniques using the Solver function of Microsoft Excel 2010. The model so developed was a good fit with a correlation coefficient R2 value of 0.86. The paper concludes that it is possible to determine the optimum moisture content and the maximum dry density of CCA stabilized soils from the compaction test of the unmodified soil, and recommends that this procedure is extended to other binder stabilized lateritic soils to facilitate quick decision making in roadworks. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compaction" title="compaction">compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=corn%20cob%20ash" title=" corn cob ash"> corn cob ash</a>, <a href="https://publications.waset.org/abstracts/search?q=lateritic%20soil" title=" lateritic soil"> lateritic soil</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a> </p> <a href="https://publications.waset.org/abstracts/22360/modeling-of-compaction-curves-for-cca-cement-stabilized-lateritic-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22360.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">533</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3234</span> Effect of Treated Peat Soil on the Plasticity Index and Hardening Time</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Siti%20Nur%20Aida%20Mario">Siti Nur Aida Mario</a>, <a href="https://publications.waset.org/abstracts/search?q=Farah%20Hafifee%20Ahmad"> Farah Hafifee Ahmad</a>, <a href="https://publications.waset.org/abstracts/search?q=Rudy%20Tawie"> Rudy Tawie</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil Stabilization has been widely implemented in the construction industry nowadays. Peat soil is well known as one of the most problematic soil among the engineers. The procedures need to take into account both physical and engineering properties of the stabilized peat soil. This paper presents a result of plasticity index and hardening of treated peat soil with various dosage of additives. In order to determine plasticity of the treated peat soil, atterberg limit test which comprises plastic limit and liquid limit test has been conducted. Determination of liquid limit in this experimental study is by using cone penetrometer. Vicat testing apparatus has been used in the hardening test which the penetration of the plunger is recorded every one hour for 24 hours. The results show that the plasticity index of peat soil stabilized with 80% FAAC and 20% OPC has the lowest plasticity index and recorded the fastest initial setting time. The significant of this study is to promote greener solution for future soil stabilization industry. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=additives" title="additives">additives</a>, <a href="https://publications.waset.org/abstracts/search?q=hardening" title=" hardening"> hardening</a>, <a href="https://publications.waset.org/abstracts/search?q=peat%20soil" title=" peat soil"> peat soil</a>, <a href="https://publications.waset.org/abstracts/search?q=plasticity%20index" title=" plasticity index"> plasticity index</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilization" title=" soil stabilization"> soil stabilization</a> </p> <a href="https://publications.waset.org/abstracts/44907/effect-of-treated-peat-soil-on-the-plasticity-index-and-hardening-time" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/44907.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">329</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3233</span> Geo-Engineering Properties of Lime Stabilized Expansive Soil with Shredded Waste Tyre</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Upasana%20Pattnaik">Upasana Pattnaik</a>, <a href="https://publications.waset.org/abstracts/search?q=Akshaya%20Kumar%20Sabat"> Akshaya Kumar Sabat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The compaction properties, unconfined compressive strength (UCS), soaked California bearing ratio (CBR), hydraulic conductivity, and swelling pressure of lime stabilized expansive soil-shredded waste tyre mixes have been discussed in this paper. Shredded waste tyres, passing 4.75 mm Indian Standard (IS) sieve and retained on 75µ IS sieve have been used in the experimental programme. First of all expansive soil-shredded waste tyre mixes were prepared by adding shredded waste tyre from 0 to 20% at an increment of 5%.Standard Proctor compaction, UCS and soaked CBR tests were conducted on these mixes. The optimum percentage of shredded waste tyre found out was 10%.In the second phase of the experiment, lime was added to sample having optimum percentage of expansive soil and shredded waste tyre from 2 to 6% at an increment of 1%.Compaction, UCS, soaked CBR, hydraulic conductivity, and swelling pressure tests were conducted on lime stabilized expansive soil-shredded waste tyre mixes. The optimum percentage of lime for stabilization was found out to be 5%.At the optimum percentage of lime the stabilized expansive soil-shredded waste tyre mix had increased strength, reduced hydraulic conductivity and swelling pressure. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expansive%20soil" title="expansive soil">expansive soil</a>, <a href="https://publications.waset.org/abstracts/search?q=hydraulic%20conductivity" title=" hydraulic conductivity"> hydraulic conductivity</a>, <a href="https://publications.waset.org/abstracts/search?q=lime" title=" lime"> lime</a>, <a href="https://publications.waset.org/abstracts/search?q=shredded%20waste%20tyre" title=" shredded waste tyre"> shredded waste tyre</a>, <a href="https://publications.waset.org/abstracts/search?q=soaked%20california%20bearing%20ratio" title=" soaked california bearing ratio"> soaked california bearing ratio</a> </p> <a href="https://publications.waset.org/abstracts/87297/geo-engineering-properties-of-lime-stabilized-expansive-soil-with-shredded-waste-tyre" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/87297.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">269</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3232</span> Stabilization of Clay Soil Using A-3 Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammed%20Mustapha%20Alhaji">Mohammed Mustapha Alhaji</a>, <a href="https://publications.waset.org/abstracts/search?q=Sadiku%20Salawu"> Sadiku Salawu</a> </p> <p class="card-text"><strong>Abstract:</strong></p> A clay soil which classified under A-7-6 soil according to AASHTO soil classification system and CH according to the unified soil classification system was stabilized using A-3 soil (AASHTO soil classification system). The clay soil was replaced with 0%, 10%, 20% to 100% A-3 soil, compacted at both the BSL and BSH compaction energy level and using unconfined compressive strength as evaluation criteria. The MDD of the compactions at both the BSL and BSH compaction energy levels showed increase in MDD from 0% A-3 soil replacement to 40% A-3 soil replacement after which the values reduced to 100% A-3 soil replacement. The trend of the OMC with varied A-3 soil replacement is similar to that of MDD but in a reversed order. The OMC reduced from 0% A-3 soil replacement to 40% A-3 soil replacement after which the values increased to 100% A-3 soil replacement. This trend was attributed to the observed reduction in the void ratio from 0% A-3 soil replacement to 40% A-3 soil replacement after which the void ratio increased to 100% A-3 soil replacement. The maximum UCS for clay at varied A-3 soil replacement increased from 272 and 770kN/m2 for BSL and BSH compaction energy level at 0% A-3 soil replacement to 295 and 795kN/m2 for BSL and BSH compaction energy level respectively at 10% A-3 soil replacement after which the values reduced to 22 and 60kN/m2 for BSL and BSH compaction energy level respectively at 70% A-3 soil replacement. Beyond 70% A-3 soil replacement, the mixture cannot be moulded for UCS test. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=A-3%20soil" title="A-3 soil">A-3 soil</a>, <a href="https://publications.waset.org/abstracts/search?q=clay%20minerals" title=" clay minerals"> clay minerals</a>, <a href="https://publications.waset.org/abstracts/search?q=pozzolanic%20action" title=" pozzolanic action"> pozzolanic action</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a> </p> <a href="https://publications.waset.org/abstracts/33993/stabilization-of-clay-soil-using-a-3-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/33993.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">444</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3231</span> Laboratory Investigation of Expansive Soil Stabilized with Calcium Chloride</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Magdi%20M.%20E.%20Zumrawi">Magdi M. E. Zumrawi</a>, <a href="https://publications.waset.org/abstracts/search?q=Khalid%20A.%20Eltayeb"> Khalid A. Eltayeb</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Chemical stabilization is a technique commonly used to improve the expansive soil properties. In this regard, an attempt has been made to evaluate the influence of Calcium Chloride (CaCl2) stabilizer on the engineering properties of expansive soil. A series of laboratory experiments including consistency limits, free swell, compaction, and shear strength tests were performed to investigate the effect of CaCl2 additive with various percentages 0%, 2%, 5%, 10% and 15% for improving expansive soil. The results obtained shows that the increase in the percentage of CaCl2 decreased the liquid limit and plasticity index leading to significant reduction in the free swell index. This, in turn, increased the maximum dry density and decreased the optimum moisture content which results in greater strength. The unconfined compressive strength of soil stabilized with 5% CaCl2 increased approximately by 50% as compared to virgin soil. It can be concluded that CaCl2 had shown promising influence on the strength and swelling properties of expansive soil, thereby giving an advantage in improving problematic expansive soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=calcium%20chloride" title="calcium chloride">calcium chloride</a>, <a href="https://publications.waset.org/abstracts/search?q=chemical%20stabilization" title=" chemical stabilization"> chemical stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=expansive%20soil" title=" expansive soil"> expansive soil</a>, <a href="https://publications.waset.org/abstracts/search?q=improving" title=" improving"> improving</a> </p> <a href="https://publications.waset.org/abstracts/47906/laboratory-investigation-of-expansive-soil-stabilized-with-calcium-chloride" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/47906.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">334</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3230</span> Stabilization of Spent Engine Oil Contaminated Lateritic Soil Admixed with Cement Kiln Dust for Use as Road Construction Materials</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Johnson%20Rotimi%20Oluremi">Johnson Rotimi Oluremi</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Adedayo%20Adegbola"> A. Adedayo Adegbola</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Samson%20Adediran"> A. Samson Adediran</a>, <a href="https://publications.waset.org/abstracts/search?q=O.%20Solomon%20Oladapo"> O. Solomon Oladapo</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Spent engine oil contains heavy metals and polycyclic aromatic hydrocarbons which contribute to chronic health hazards, poor soil aeration, immobilisation of nutrients and lowering of pH in soil. It affects geotechnical properties of lateritic soil thereby constituting geotechnical and foundation problems. This study is therefore based on the stabilization of spent engine oil (SEO) contaminated lateritic soil using cement kiln dust (CKD) as a mean of restoring it to its pristine state. Geotechnical tests which include sieve analysis, atterberg limit, compaction, California bearing ratio and unconfined compressive strength tests were carried out on the natural, SEO contaminated and CKD stabilized SEO contaminated lateritic soil samples. The natural soil classified as A-2-7 (2) by AASHTO classification and GC according to the Unified Soil Classification System changed to A-4 non-plastic soil due to SEO contaminated even under the influence of CKD it remained unchanged. However, the maximum dry density (MDD) of the SEO contaminated soil increased while the optimum moisture content (OMC) behaved vice versa with the increase in the percentages of CKD. Similarly, the bearing strength of the stabilized SEO contaminated soil measured by California Bearing Ratio (CBR) increased with percentage increment in CKD. In conclusion, spent engine oil has a detrimental effect on the geotechnical properties of the lateritic soil sample but which can be remediated using 10% CKD as a stand alone admixture in stabilizing spent engine oil contaminated soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=spent%20engine%20oil" title="spent engine oil">spent engine oil</a>, <a href="https://publications.waset.org/abstracts/search?q=lateritic%20soil" title=" lateritic soil"> lateritic soil</a>, <a href="https://publications.waset.org/abstracts/search?q=cement%20kiln%20dust" title=" cement kiln dust"> cement kiln dust</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=compaction" title=" compaction"> compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compressive%20strength" title=" unconfined compressive strength"> unconfined compressive strength</a> </p> <a href="https://publications.waset.org/abstracts/71051/stabilization-of-spent-engine-oil-contaminated-lateritic-soil-admixed-with-cement-kiln-dust-for-use-as-road-construction-materials" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/71051.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">389</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3229</span> Thermal, Chemical, and Mineralogical Properties of Soil Building Blocks Reinforced with Cement</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Abdelmalek%20Ammari">Abdelmalek Ammari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper represents an experimental study to determine the effect between thermal conductivity of Compressed Earth Block Stabilized (CEBs) by cement and the mineralogical and chemical analyses of soil, all the samples of CEB in the dry state and with different content of cement, the samples made by soil stabilized by Portland Cement. The soil used collected from fez city in Morocco. That determination of the thermal conductivity of CEBs plays an important role when considering its suitability for energy saving insulation. The measurement technique used to determine thermal conductivity is called hot ring method, the thermal conductivity of the tested samples is strongly affected by the quantity of the cement added. The soil of Fez, mainly composed of calcite, quartz, and dolomite, improved the behaviour of the material by the addition of cement. The findings suggest that to manufacture lightweight samples with high thermal insulation properties, it is advisable to use clays that contain quartz. . In addition, quartz has high thermal conductivity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compressed%20earth%20blocks" title="compressed earth blocks">compressed earth blocks</a>, <a href="https://publications.waset.org/abstracts/search?q=thermal%20conductivity" title=" thermal conductivity"> thermal conductivity</a>, <a href="https://publications.waset.org/abstracts/search?q=mineralogical" title=" mineralogical"> mineralogical</a>, <a href="https://publications.waset.org/abstracts/search?q=chemical" title=" chemical"> chemical</a>, <a href="https://publications.waset.org/abstracts/search?q=temperature" title=" temperature"> temperature</a> </p> <a href="https://publications.waset.org/abstracts/145690/thermal-chemical-and-mineralogical-properties-of-soil-building-blocks-reinforced-with-cement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/145690.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">154</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3228</span> Punching Shear Behavior of RC Column Footing on Stabilized Ground</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sukanta%20K.%20Shill">Sukanta K. Shill</a>, <a href="https://publications.waset.org/abstracts/search?q=Md.%20M.%20Hoque"> Md. M. Hoque</a>, <a href="https://publications.waset.org/abstracts/search?q=Md.%20Shaifullah"> Md. Shaifullah</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An experiment on the punching of RC column footing, comparison of test result to established different codes for punching shear calculation of column footings is presented in the paper. The principal aim of this study is to investigate the punching shear behavior of an isolated column footing using brick aggregate as coarse aggregate. Consequence, a RC model footing was constructed on a stabilized soil and tested the footing under field condition. The test result yields that the experimental punching shear capacity is greater than all the theoretical punching shear capacities obtained by using different codes of practices. It can be stated that BNBC 1993, as well as ACI 318, 2002 code formulae are very conservative in predicting the punching shear resistance of RC footing, whereas the CEB-FIP MC, 1990 formula and Eurocode2 formula are less conservative in predicting the punching shear resistance of footing. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=footing" title="footing">footing</a>, <a href="https://publications.waset.org/abstracts/search?q=punching%20shear" title=" punching shear"> punching shear</a>, <a href="https://publications.waset.org/abstracts/search?q=field%20condition" title=" field condition"> field condition</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilized%20soil" title=" stabilized soil"> stabilized soil</a>, <a href="https://publications.waset.org/abstracts/search?q=brick%20aggregate" title=" brick aggregate"> brick aggregate</a> </p> <a href="https://publications.waset.org/abstracts/17204/punching-shear-behavior-of-rc-column-footing-on-stabilized-ground" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/17204.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">409</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3227</span> The Mechanical Behavior of a Chemically Stabilized Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=I%20Lamri">I Lamri</a>, <a href="https://publications.waset.org/abstracts/search?q=L%20Arabet"> L Arabet</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Hidjeb"> M. Hidjeb</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The direct shear test was used to determine the shear strength parameters C and Ø of a series of samples with different cement content. Samples stabilized with a certain percentage of cement showed a substantial gain in compressive strength and a significant increase in shear strength parameters. C and Ø. The laboratory equipment used in UCS tests consisted of a conventional 102mm diameter sample triaxial loading machine. Beyond 4% cement content a very important increase in shear strength was observed. It can be deduced from a comparative study of shear strength of soil samples with 4%, 7%, and 10% cement with sample containing 2 %, that the sample with a 4% cement content showed 90% increase in shear strength while those with 7% and 10% showed an increase of around 13 and 21 fold. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cement" title="cement">cement</a>, <a href="https://publications.waset.org/abstracts/search?q=compression%20strength" title=" compression strength"> compression strength</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20stress" title=" shear stress"> shear stress</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20internal%20friction" title=" angle of internal friction"> angle of internal friction</a> </p> <a href="https://publications.waset.org/abstracts/23790/the-mechanical-behavior-of-a-chemically-stabilized-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23790.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">488</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3226</span> Peat Soil Stabilization Methods: A Review</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Saberian">Mohammad Saberian</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Ali%20Rahgozar"> Mohammad Ali Rahgozar</a>, <a href="https://publications.waset.org/abstracts/search?q=Reza%20Porhoseini"> Reza Porhoseini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Peat soil is formed naturally through the accumulation of organic matter under water and it consists of more than 75% organic substances. Peat is considered to be in the category of problematic soil, which is not suitable for construction, due to its high compressibility, high moisture content, low shear strength, and low bearing capacity. Since this kind of soil is generally found in many countries and different regions, finding desirable techniques for stabilization of peat is absolutely essential. The purpose of this paper is to review the various techniques applied for stabilizing peat soil and discuss outcomes of its improved mechanical parameters and strength properties. Recognizing characterization of stabilized peat is one of the most significant factors for architectural structures; as a consequence, various strategies for stabilization of this susceptible soil have been examined based on the depth of peat deposit. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=peat%20soil" title="peat soil">peat soil</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=depth" title=" depth"> depth</a>, <a href="https://publications.waset.org/abstracts/search?q=strength" title=" strength"> strength</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compressive%20strength%20%28USC%29" title=" unconfined compressive strength (USC)"> unconfined compressive strength (USC)</a> </p> <a href="https://publications.waset.org/abstracts/36737/peat-soil-stabilization-methods-a-review" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/36737.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">573</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3225</span> Stress-Strain Behavior of Banana Fiber Reinforced and Biochar Amended Compressed Stabilized Earth Blocks</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Farnia%20Nayar%20Parshi">Farnia Nayar Parshi</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Shariful%20Islam"> Mohammad Shariful Islam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Though earth construction is an ancient technology, researchers are working on increasing its strength by adding different types of stabilizers. Ordinary Portland cement for sandy soil and lime for clayey soil is very popular practice as well as recommended by various authorities for making stabilized blocks for satisfactory performance. The addition of these additives improves compressive strength but fails to improve ductility. The addition of both synthetic and natural fibers increases both compressive strength and ductility. Studies are conducted to make earth blocks more cost-effective, energy-efficient and sustainable. In this experiment, an agricultural waste banana fiber and biochar is used to study the compressive stress-strain behavior of earth blocks made with four types of soil low plastic clay, sandy low plastic clay, very fine sand and medium to fine sand. Biochar is a charcoal-like carbon usually produced from organic or agricultural waste in high temperatures through a controlled condition called pyrolysis. In this experimental study, biochar was collected from BBI (Bangladesh Biochar Initiative) produced from wood flakes around 400 deg. Celsius. Locally available PPC (Portland Pozzolana Cement) is used. 5 cm × 5 cm × 5 cm earth blocks were made with eight different combinations such as bare soil, soil with 6% cement, soil with 6% cement and 5% biochar, soil with 6% cement, 5% biochar and 1% fiber, soil with 1% fiber, soil with 5% biochar and 1% fiber and soil with 6% cement and 1% fiber. All samples were prepared with 10-12% water content. Uniaxial compressive strength tests were conducted on 21 days old earth blocks. Stress-strain diagram shows that the addition of banana fiber improved compressive strength drastically, but the combined effect of fiber and biochar is different based on different soil types. For clayey soil, 6% cement and 1% fiber give maximum compressive strength of 991 kPa, and for very fine sand, a combination of 5% biochar, 6% cement and 1% fiber gives maximum compressive strength of 522 kPa as well as ductility. For medium-to-find sand, 6% cement and 1% fiber give the best result, 1530 kPa, among other combinations. The addition of fiber increases not only ductility but also compressive strength as well. The effect of biochar with fiber varies with the soil type. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=banana%20fiber" title="banana fiber">banana fiber</a>, <a href="https://publications.waset.org/abstracts/search?q=biochar" title=" biochar"> biochar</a>, <a href="https://publications.waset.org/abstracts/search?q=cement" title=" cement"> cement</a>, <a href="https://publications.waset.org/abstracts/search?q=compressed%20stabilized%20earth%20blocks" title=" compressed stabilized earth blocks"> compressed stabilized earth blocks</a>, <a href="https://publications.waset.org/abstracts/search?q=compressive%20strength" title=" compressive strength"> compressive strength</a> </p> <a href="https://publications.waset.org/abstracts/162418/stress-strain-behavior-of-banana-fiber-reinforced-and-biochar-amended-compressed-stabilized-earth-blocks" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/162418.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">121</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3224</span> Influence of Nano Copper Slag in Strength Behavior of Lime Stabilized Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=V.%20K.%20Stalin">V. K. Stalin</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Kirithika"> M. Kirithika</a>, <a href="https://publications.waset.org/abstracts/search?q=K.%20Shanmugam"> K. Shanmugam</a>, <a href="https://publications.waset.org/abstracts/search?q=K.%20Tharini"> K. Tharini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Nanotechnology has been widely used in many applications such as medical, electronics, robotics and also in geotechnical engineering area through stabilization of bore holes, grouting etc. In this paper, an attempt is made for understanding the influence of nano copper slag (1%, 2% & 3%) on the index, compaction and UCC strength properties of natural soil (CH type) with and without lime stabilization for immediate and 7 days curing period. Results indicated that upto 1% of Nano copper slag, there is an increment in UC strength of virgin soil and lime stabilised soil. Beyond 1% nano copper slag, there is a steep reduction in UC strength and increase of plasticity both in lime stabilised soil and virgin soil. The effect of lime is found to show more influence on large surface area of nano copper slag in natural soil. For both immediate and curing effect, with 1% of Nano copper slag, the maximum unconfined compressive strength was 38% and 106% higher than that of the virgin soil strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lime" title="lime">lime</a>, <a href="https://publications.waset.org/abstracts/search?q=nano%20copper%20slag" title=" nano copper slag"> nano copper slag</a>, <a href="https://publications.waset.org/abstracts/search?q=SEM" title=" SEM"> SEM</a>, <a href="https://publications.waset.org/abstracts/search?q=XRD" title=" XRD"> XRD</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilisation" title=" stabilisation"> stabilisation</a> </p> <a href="https://publications.waset.org/abstracts/56496/influence-of-nano-copper-slag-in-strength-behavior-of-lime-stabilized-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/56496.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">431</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3223</span> Effect of Mineral Additives on Improving the Geotechnical Properties of Soils in Chlef</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Messaoudi%20Mohammed%20Amin">Messaoudi Mohammed Amin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The reduction of available land resources and the increased cout associated with the use of hight quality materials have led to the need for local soils to be used in geotecgnical construction however, poor engineering properties of these soils pose difficulties for constructions project and need to be stabilized to improve their properties in oyher works unsuitable soils with low bearing capacity, high plasticity coupled with high insatbility are frequently encountered hense, there is a need to improve the physical and mechanical charateristics of these soils to make theme more suitable for construction this can be done by using different mechanical and chemical methods clayey soil stabilization has been practiced for quite sometime bu mixing additives, such us cement, lime and fly ash to the soil to increase its strength. The aim of this project is to study the effect of using lime, natural pozzolana or combination of both on the geotecgnical cherateristics of clayey soil. Test specimen were subjected to atterberg limits test, compaction test, box shear test and uncomfined compression test Lime or natural pozzolana was added to clayey soil at rangs of 0-8% and 0-20% respectively. In addition combinations of lime –natural pozzolana were added to clayey soil at the same ranges specimen were cured for 1-7, and 28 days after which they were tested for uncofined compression tests. Based on the experimental results, it was concluded that an important decrease of plasticity index was observed for thr samples stabilized with the combinition lime-natural pozzolana in addition, the use of the combination lime-natural pozzolana modifies the clayey soil classification according to casagrand plasiticity chart. Moreover, based on the favourable results of shear and compression strength obtained, it can be concluded that clayey soil can be successfuly stabilized by combined action of lime and natural pozzolana also this combination showed an appreciable improvement of the shear parameters. Finally, since natural pozzolana is much cheaper than lime ,the addition of natural pozzolana in lime soil mix may particulary become attractive and can result in cost reduction of construction. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=clay" title="clay">clay</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilization" title=" soil stabilization"> soil stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=natural%20pozzolana" title=" natural pozzolana"> natural pozzolana</a>, <a href="https://publications.waset.org/abstracts/search?q=atterberg%20limits" title="atterberg limits">atterberg limits</a>, <a href="https://publications.waset.org/abstracts/search?q=compaction" title=" compaction"> compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=compressive%20strength%20shear%20strength" title=" compressive strength shear strength"> compressive strength shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=curing" title=" curing"> curing</a> </p> <a href="https://publications.waset.org/abstracts/28332/effect-of-mineral-additives-on-improving-the-geotechnical-properties-of-soils-in-chlef" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28332.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">301</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3222</span> Stabilization of Lateritic Soil Sample from Ijoko with Cement Kiln Dust and Lime</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Akinbuluma%20Ayodeji%20Theophilus">Akinbuluma Ayodeji Theophilus</a>, <a href="https://publications.waset.org/abstracts/search?q=Adewale%20Olutaiwo"> Adewale Olutaiwo</a> </p> <p class="card-text"><strong>Abstract:</strong></p> When building roads and paved surfaces, a strong foundation is always essential. A durable material that can withstand years of traffic while staying trustworthy must be used to build the foundation. A frequent problem in the construction of roads and pavements is the lack of high-quality, long-lasting materials for the pavement structure (base, subbase, and subgrade). Hence, this study examined the stabilization of lateritic soil samples from Ijoko with cement kiln dust and lime. The study adopted the experimental design. Laboratory tests were conducted on classification, swelling potential, compaction, California bearing ratio (CBR), and unconfined compressive tests, among others, were conducted on the laterite sample treated with cement kiln dust (CKD) and lime in incremental order of 2% up to 10% of dry weight soft soil sample. The results of the test showed that the studied soil could be classified as an A-7-6 and CL soil using the American Association of State Highway and transport officials (AASHTO) and the unified soil classification system (USCS), respectively. The plasticity (PI) of the studied soil reduced from 30.5% to 29.9% at the application of CKD. The maximum dry density on the application of CKD reduced from 1.9.7 mg/m3 to 1.86mg/m3, and lime application yielded a reduction from 1.97mg/m3 to 1.88.mg/m3. The swell potential on CKD application was reduced from 0.05 to 0.039%. The study concluded that soil stabilizations are effective and economic way of improving road pavement for engineering benefit. The degree of effectiveness of stabilization in pavement construction was found to depend on the type of soil to be stabilized. The study therefore recommended that stabilized soil mixtures should be used to subbase material for flexible pavement since is a suitable. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateritic%20soils" title="lateritic soils">lateritic soils</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=cement" title=" cement"> cement</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=road%20pavement" title=" road pavement"> road pavement</a> </p> <a href="https://publications.waset.org/abstracts/156182/stabilization-of-lateritic-soil-sample-from-ijoko-with-cement-kiln-dust-and-lime" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/156182.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">90</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3221</span> Settlement Analysis of Back-To-Back Mechanically Stabilized Earth Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Akhila%20Palat">Akhila Palat</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Umashankar"> B. Umashankar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Back-to-back Mechanically Stabilized Earth (MSE) walls are cost-effective soil-retaining structures that can tolerate large settlements compared to conventional gravity retaining walls. They are also an economical way to meet everyday earth retention needs for highway and bridge grade separations, railroads, commercial and residential developments. But, existing design guidelines (FHWA/BS/ IS codes) do not provide a mechanistic approach for the design of back-to-back reinforced retaining walls. The settlement analysis of such structures is limited in the literature. A better understanding of the deformations of this wall system requires an analytical tool that incorporates the properties of backfill material, foundation soil, and geosynthetic reinforcement, and account for the soil–structure interactions in a realistic manner. This study was conducted to investigate the effect of reinforced back-to-back MSE walls on wall settlements and facing deformations. Back-to-back reinforced retaining walls were modeled and compared using commercially available finite difference package FLAC 2D. Parametric studies were carried out for various angles of shearing resistance of backfill material and foundation soil, and the axial stiffness of the reinforcement. A 6m-high wall was modeled, and the facing panels were taken as full-length panels with nominal thickness. Reinforcement was modeled as cable elements (two-dimensional structural elements). Interfaces were considered between soil and wall, and soil and reinforcement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=back-to-back%20walls" title="back-to-back walls">back-to-back walls</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20modeling" title=" numerical modeling"> numerical modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20wall" title=" reinforced wall"> reinforced wall</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a> </p> <a href="https://publications.waset.org/abstracts/66038/settlement-analysis-of-back-to-back-mechanically-stabilized-earth-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/66038.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">303</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3220</span> A New Binder Mineral for Cement Stabilized Road Pavements Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ayd%C4%B1n%20Kavak">Aydın Kavak</a>, <a href="https://publications.waset.org/abstracts/search?q=%C3%96zkan%20Coruk"> Özkan Coruk</a>, <a href="https://publications.waset.org/abstracts/search?q=Adnan%20Ayd%C4%B1ner"> Adnan Aydıner</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Long-term performance of pavement structures is significantly impacted by the stability of the underlying soils. In situ subgrades often do not provide enough support required to achieve acceptable performance under traffic loading and environmental demands. NovoCrete® is a powder binder-mineral for cement stabilized road pavements soils. NovoCrete® combined with Portland cement at optimum water content increases the crystallize formations during the hydration process, resulting in higher strengths, neutralizes pH levels, and provides water impermeability. These changes in soil properties may lead to transforming existing unsuitable in-situ materials into suitable fill materials. The main features of NovoCrete® are: They are applicable to all types of soil, reduce premature cracking and improve soil properties, creating base and subbase course layers with high bearing capacity by reducing hazardous materials. It can be used also for stabilization of recyclable aggregates and old asphalt pavement aggregate, etc. There are many applications in Germany, Turkey, India etc. In this paper, a few field application in Turkey will be discussed. In the road construction works, this binder material is used for cement stabilization works. In the applications 120-180 kg cement is used for 1 m3 of soil with a 2 % of binder NovoCrete® material for the stabilization. The results of a plate loading test in a road construction site show 1 mm deformation which is very small under 7 kg/cm2 loading. The modulus of subgrade reaction increase from 611 MN/m3 to 3673 MN/m3.The soaked CBR values for stabilized soils increase from 10-20 % to 150-200 %. According to these data weak subgrade soil can be used as a base or sub base after the modification. The potential reduction in the need for quarried materials will help conserve natural resources. The use of on-site or nearby materials in fills, will significantly reduce transportation costs and provide both economic and environmental benefits. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil" title="soil">soil</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=cement" title=" cement"> cement</a>, <a href="https://publications.waset.org/abstracts/search?q=binder" title=" binder"> binder</a>, <a href="https://publications.waset.org/abstracts/search?q=Novocrete" title=" Novocrete"> Novocrete</a>, <a href="https://publications.waset.org/abstracts/search?q=additive" title=" additive"> additive</a> </p> <a href="https://publications.waset.org/abstracts/61037/a-new-binder-mineral-for-cement-stabilized-road-pavements-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/61037.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">221</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3219</span> Accumulation and Distribution of Soil Organic Carbon in Oxisols, Tshivhase Estate, Limpopo Province</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Rose%20Ntsewa">M. Rose Ntsewa</a>, <a href="https://publications.waset.org/abstracts/search?q=P.%20E.%20Dlamini"> P. E. Dlamini</a>, <a href="https://publications.waset.org/abstracts/search?q=V.%20E.%20Mbanjwa"> V. E. Mbanjwa</a>, <a href="https://publications.waset.org/abstracts/search?q=R.%20Chauke"> R. Chauke</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Land-use change from undisturbed forest to tea plantation may lead to accumulation or loss of soil organic carbon (SOC). So far, the factors controlling the vertical distribution of SOC under the long-term establishment of tea plantation remain poorly understood, especially in oxisols. In this study, we quantified the vertical distribution of SOC under tea plantation compared to adjacent undisturbed forest Oxisols sited at different topographic positions and also determined controlling edaphic factors. SOC was greater in the 30-year-old tea plantation compared to undisturbed forest oxisols and declined with depth across all topographic positions. Most of the SOC was found in the downslope position due to erosion and deposition. In the topsoil, SOC was positively correlated with heavy metals; manganese (r=0.62-0.83; P<0.05) and copper (r=0.45-0.69), effective cation exchange capacity (ECEC) (r=0.72) and mean weight diameter (MWD) (r=0.72-0.73), while in the subsoil SOC was positively correlated with copper (r=0.89-0.92) and zinc (r=0.86), ECEC (r=0.56-0.69) and MWD (r=0.48). These relationships suggest that SOC in the tea plantation, oxisols is chemically stabilized via complexation with heavy metals, and physically stabilized by soil aggregates. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=oxisols" title="oxisols">oxisols</a>, <a href="https://publications.waset.org/abstracts/search?q=tea%20plantation" title=" tea plantation"> tea plantation</a>, <a href="https://publications.waset.org/abstracts/search?q=topography" title=" topography"> topography</a>, <a href="https://publications.waset.org/abstracts/search?q=undisturbed%20forest" title=" undisturbed forest"> undisturbed forest</a> </p> <a href="https://publications.waset.org/abstracts/111180/accumulation-and-distribution-of-soil-organic-carbon-in-oxisols-tshivhase-estate-limpopo-province" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/111180.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">150</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3218</span> Physicochemistry of Pozzolanic Stabilization of a Class A-2-7 Lateritic Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20O.%20Apampa">Ahmed O. Apampa</a>, <a href="https://publications.waset.org/abstracts/search?q=Yinusa%20A.%20Jimoh"> Yinusa A. Jimoh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The paper examines the mechanism of pozzolan-soil reactions, using a recent study on the chemical stabilization of a Class A-2-7 (3) lateritic soil, with corn cob ash (CCA) as case study. The objectives are to establish a nexus between cation exchange capacity of the soil, the alkaline forming compounds in CCA and percentage CCA addition to soil beyond which no more improvement in strength properties can be achieved; and to propose feasible chemical reactions to explain the chemical stabilization of the lateritic soil with CCA alone. The lateritic soil, as well as CCA of pozzolanic quality Class C were separately analysed for their metallic oxide composition using the X-Ray Fluorescence technique. The cation exchange capacity (CEC) of the soil and the CCA were computed theoretically using the percentage composition of the base cations Ca<sup>2+</sup>, Mg<sup>2+</sup> K<sup>+</sup> and Na<sup>2+</sup> as 1.48 meq/100 g and 61.67 meq/100 g respectively, thus indicating a ratio of 0.024 or 2.4%. This figure, taken as the theoretical amount required to just fill up the exchangeable sites of the clay molecules, compares well with the laboratory observation of 1.5% for the optimum level of CCA addition to lateritic soil. The paper went on to present chemical reaction equations between the alkaline earth metals in the CCA and the silica in the lateritic soil to form silicates, thereby proposing an extension of the theory of mechanism of soil stabilization to cover chemical stabilization with pozzolanic ash only. The paper concluded by recommending further research on the molecular structure of soils stabilized with pozzolanic waste ash alone, with a view to confirming the chemical equations advanced in the study. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cation%20exchange%20capacity" title="cation exchange capacity">cation exchange capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=corn%20cob%20ash" title=" corn cob ash"> corn cob ash</a>, <a href="https://publications.waset.org/abstracts/search?q=lateritic%20soil" title=" lateritic soil"> lateritic soil</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilization" title=" soil stabilization"> soil stabilization</a> </p> <a href="https://publications.waset.org/abstracts/43830/physicochemistry-of-pozzolanic-stabilization-of-a-class-a-2-7-lateritic-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/43830.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">248</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3217</span> Improvement of Deficient Soils in Nigeria Using Bagasse Ash - A Review</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Musa%20Alhassan">Musa Alhassan</a>, <a href="https://publications.waset.org/abstracts/search?q=Alhaji%20Mohammed%20Mustapha"> Alhaji Mohammed Mustapha</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Review of studies carried out on the use of bagasse ash in the improvement of deficient soils in Nigeria, with emphasis on lateritic and black cotton soils is presented. Although, the bagasse ash is mostly used as additive to the conventional soil stabilizer (cement and lime), the studies generally showed improvement of geotechnical properties of the soils either modified or stabilized with the ash. This showed the potentials of using this agricultural waste (bagasse ash) in the improvement of geotechnical properties of deficient soils. Thus suggesting that using this material at large scale level, in geotechnical engineering practice could help in the provision of stable and durable structures, reduce cost of soil improvement and also reduces environmental nuisance caused by the unused waste in Nigeria <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bagasse%20ash" title="bagasse ash">bagasse ash</a>, <a href="https://publications.waset.org/abstracts/search?q=black%20cotton%20soil" title=" black cotton soil"> black cotton soil</a>, <a href="https://publications.waset.org/abstracts/search?q=deficient%20soil" title=" deficient soil"> deficient soil</a>, <a href="https://publications.waset.org/abstracts/search?q=laterite" title=" laterite"> laterite</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20improvement" title=" soil improvement"> soil improvement</a> </p> <a href="https://publications.waset.org/abstracts/34756/improvement-of-deficient-soils-in-nigeria-using-bagasse-ash-a-review" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/34756.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">417</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3216</span> Characterizing Compressive Strength of Compressed Stabilized Earth Blocks as a Function of Mix Design</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Robert%20K.%20Hillyard">Robert K. Hillyard</a>, <a href="https://publications.waset.org/abstracts/search?q=Jonathan%20Thomas"> Jonathan Thomas</a>, <a href="https://publications.waset.org/abstracts/search?q=Brett%20A.%20Story"> Brett A. Story</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Compressed Stabilized Earth Blocks (CSEB) are masonry units that combine soil, sand, stabilizer, and water under pressure to form an earth block. These CSEB’s offer a cost-effective building solution for remote construction, using local resources and labor to minimize transportation and material costs. However, CSEB’s, and earthen construction generally have not been widely adopted as standardized construction materials. One shortcoming is the difficulty in standardizing strength values of CSEB units and systems due to the inherent variations in mix design, including production compression. This research presents findings on compressive strengths of full-scale CSEB’s from 60 different mix designs as a function of the amount of cement, sand, soil, and water added to the mixture. The full-scale results are compared with CSEB cylinder cores. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CSEB" title="CSEB">CSEB</a>, <a href="https://publications.waset.org/abstracts/search?q=compressive%20strength" title=" compressive strength"> compressive strength</a>, <a href="https://publications.waset.org/abstracts/search?q=earth%20construction" title=" earth construction"> earth construction</a>, <a href="https://publications.waset.org/abstracts/search?q=mix%20design" title=" mix design"> mix design</a> </p> <a href="https://publications.waset.org/abstracts/153165/characterizing-compressive-strength-of-compressed-stabilized-earth-blocks-as-a-function-of-mix-design" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/153165.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">100</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3215</span> Soil-Geopolymer Mixtures for Pavement Base and Subbase Layers</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Khattak">Mohammad Khattak</a>, <a href="https://publications.waset.org/abstracts/search?q=Bikash%20Adhikari"> Bikash Adhikari</a>, <a href="https://publications.waset.org/abstracts/search?q=Sambodh%20Adhikari"> Sambodh Adhikari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This research deals with the physical, microstructural, mechanical, and shrinkage characteristics of flyash-based soil-geopolymer mixtures. Medium and high plastic soils were obtained from local construction projects. Class F flyash was used with a mixture of sodium silicate and sodium hydroxide solution to develop soil-geopolymer mixtures. Several mixtures were compacted, cured at different curing conditions, and tested for unconfined compressive strength (UCS), linear shrinkage, and observed under scanning electron microscopy (SEM). The results of the study demonstrated that the soil-geopolymer mixtures fulfilled the UCS criteria of cement treated design (CTD) and cement stabilized design (CSD) as recommended by the department of transportation for pavement base and subbase layers. It was found that soil-geopolymer demonstrated either similar or better UCS and shrinkage characteristics relative to conventional soil-cement mixtures. The SEM analysis revealed that microstructure of soil-geopolymer mixtures exhibited development and steady growth of geopolymerization during the curing period. Based on mechanical, shrinkage, and microstructural characteristics it was suggested that the soil-geopolymer mixtures, has an immense potential to be used as pavement subgrade, subbase, and base layers. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil-geopolymer" title="soil-geopolymer">soil-geopolymer</a>, <a href="https://publications.waset.org/abstracts/search?q=pavement%20base" title=" pavement base"> pavement base</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilization" title=" soil stabilization"> soil stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compressive%20strength" title=" unconfined compressive strength"> unconfined compressive strength</a>, <a href="https://publications.waset.org/abstracts/search?q=shrinkage" title=" shrinkage"> shrinkage</a>, <a href="https://publications.waset.org/abstracts/search?q=microstructure" title=" microstructure"> microstructure</a>, <a href="https://publications.waset.org/abstracts/search?q=and%20morphology" title=" and morphology"> and morphology</a> </p> <a href="https://publications.waset.org/abstracts/91879/soil-geopolymer-mixtures-for-pavement-base-and-subbase-layers" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/91879.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">194</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3214</span> Effect of Sand Wall Stabilized with Different Percentages of Lime on Bearing Capacity of Foundation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20S.%20Abdulrasool">Ahmed S. Abdulrasool</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Recently sand wall started to gain more attention as the sand is easy to compact by using vibroflotation technique. An advantage of sand wall is the availability of different additives that can be mixed with sand to increase the stiffness of the sand wall and hence to increase its performance. In this paper, the bearing capacity of circular foundation surrounded by sand wall stabilized with lime is evaluated through laboratory testing. The studied parameters include different sand-lime walls depth (H/D) ratio (wall depth to foundation diameter) ranged between (0.0-3.0). Effect of lime percentages on the bearing capacity of skirted foundation models is investigated too. From the results, significant change is occurred in the behavior of shallow foundations due to confinement of the soil. It has been found that (H/D) ratio of 2 gives substantial improvement in bearing capacity, and beyond (H/D) ratio of 2, there is no significant improvement in bearing capacity. The results show that the optimum lime content is 11%, and the maximum increase in bearing capacity reaches approximately 52% at (H/D) ratio of 2. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=circular%20foundation" title=" circular foundation"> circular foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=clay%20soil" title=" clay soil"> clay soil</a>, <a href="https://publications.waset.org/abstracts/search?q=lime-sand%20wall" title=" lime-sand wall"> lime-sand wall</a> </p> <a href="https://publications.waset.org/abstracts/62996/effect-of-sand-wall-stabilized-with-different-percentages-of-lime-on-bearing-capacity-of-foundation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/62996.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">397</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3213</span> Study of the Behavior of Geogrid Mechanically Stabilized Earth Walls Under Cyclic Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yongzhe%20Zhao">Yongzhe Zhao</a>, <a href="https://publications.waset.org/abstracts/search?q=Ying%20Liu"> Ying Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=Zhiyong%20Liu"> Zhiyong Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=Hui%20You"> Hui You</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The soil behind retaining wall is normally subjected to cyclic loading, for example traffic loading. Geotextile has been widely used to reinforce the soil for the purpose of reducing the settlement of the soil. A series of physical model tests were performed to investigate the settlement of footing under cyclic loading. The settlement of the footing, ground deformation and the vertical earth pressure in subsoil were presented and discussed under different types of geotextiles. The results indicate that including geotextiles significantly decreases the footing settlement and the stiffer the geotextile, the less the settlement. Under cyclic loading, the soil below the footing shows dilation within certain depths and beyond that it experiences contraction. The location of footing relative to the retaining wall has important effects on the deformation behavior of the soil in the ground, and the closer the footing to the retaining wall, the greater the contraction soil shows. This is because the retaining wall experienced greater lateral displacement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=physical%20model%20tests" title="physical model tests">physical model tests</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20retaining%20wall" title=" reinforced retaining wall"> reinforced retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title=" cyclic loading"> cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=footing" title=" footing"> footing</a> </p> <a href="https://publications.waset.org/abstracts/150601/study-of-the-behavior-of-geogrid-mechanically-stabilized-earth-walls-under-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/150601.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">155</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3212</span> Effect of Dynamic Loading by Cyclic Triaxial Tests on Sand Stabilized with Cement</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Priyanka%20Devi">Priyanka Devi</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Muzzaffar%20Khan"> Mohammad Muzzaffar Khan</a>, <a href="https://publications.waset.org/abstracts/search?q=G.%20Kalyan%20Kumar"> G. Kalyan Kumar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Liquefaction of saturated soils due to dynamic loading is an important and interesting area in the field of geotechnical earthquake engineering. When the soil liquefies, the structures built on it develops uneven settlements thereby producing cracks in the structure and weakening the foundation. The 1964 Alaskan Good Friday earthquake, the 1989 San Francisco earthquake and 2011 Tōhoku earthquake are some of the examples of liquefaction occurred due to an earthquake. To mitigate the effect of liquefaction, several methods such use of stone columns, increasing the vertical stress, compaction and removal of liquefiable soil are practiced. Grouting is one of those methods used to increase the strength of the foundation and develop resistance to liquefaction of soil without affecting the superstructure. In the present study, an attempt has been made to investigate the undrained cyclic behavior of locally available soil, stabilized by cement to mitigate the seismically induced soil liquefaction. The specimens of 75mm diameter and 150mm height were reconstituted in the laboratory using water sedimentation technique. A series of strain-controlled cyclic triaxial tests were performed on saturated soil samples followed by consolidation. The effects of amplitude, confining pressure and relative density on the dynamic behavior of sand was studied for soil samples with varying cement content. The results obtained from the present study on loose specimens and medium dense specimens indicate that (i) the higher the relative density, the more will be the liquefaction resistance, (ii) with increase of effective confining pressure, a decrease in developing of excess pore water pressure during cyclic loading was observed and (iii) sand specimens treated with cement showed reduced excess pore pressures and increased liquefaction resistance suggesting it as one of the mitigation methods. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20triaxial%20test" title="cyclic triaxial test">cyclic triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=soil-cement%20stabilization" title=" soil-cement stabilization"> soil-cement stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=pore%20pressure%20ratio" title=" pore pressure ratio"> pore pressure ratio</a> </p> <a href="https://publications.waset.org/abstracts/69457/effect-of-dynamic-loading-by-cyclic-triaxial-tests-on-sand-stabilized-with-cement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/69457.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">295</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3211</span> Anisotropic Behavior of Sand Stabilized with Colloidal Silica</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Eleni%20Maria%20Pavlopoulou">Eleni Maria Pavlopoulou</a>, <a href="https://publications.waset.org/abstracts/search?q=Vasiliki%20N.%20Georgiannou"> Vasiliki N. Georgiannou</a>, <a href="https://publications.waset.org/abstracts/search?q=Filippos%20C.%20Chortis"> Filippos C. Chortis</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The response of M31 sand stabilized with colloidal silica (CS) aqueous gel is investigated in the laboratory. CS is introduced in the water regime, forming a hydrosol. The low viscosity hydrosol thickens in a controllable manner to form a stable, non-toxic gel; the gel fills the pore space, retains the pore water, and supports the grain structure. The role of colloidal silica on subsequent sand behavior is examined with the aid of direct shear, triaxial, and normal compression tests. Under the examined loading modes, while the strength of the treated sand is enhanced, its stiffness may reduce, and its compressibility increase. However, in most geotechnical problems, the loading conditions are complex, involving changes in both stress magnitude and direction. Rotation of principal stresses (σ1, σ2, σ3) in varying amounts expressed as angle α, (from α=0° to 90°) in concurrence with increasing shear stress loading is commonly encountered in soil structures such as foundations, embankments, underwater slopes. To assess the influence of anisotropy on the response of sands before and after their stabilization, hollow cylinder tests were performed. The behavior of stabilized sand is compared with the characteristic sand behavior, i.e., a reduction in peak stress ratio associated with a softer stress-strain response with the increasing angle a. The influence of the magnitude of the intermediate principal stress (σ2) on the mechanical response of treated and untreated sand is also examined. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=anisotropy" title="anisotropy">anisotropy</a>, <a href="https://publications.waset.org/abstracts/search?q=colloidal%20silica" title=" colloidal silica"> colloidal silica</a>, <a href="https://publications.waset.org/abstracts/search?q=laboratory%20tests" title=" laboratory tests"> laboratory tests</a>, <a href="https://publications.waset.org/abstracts/search?q=sands" title=" sands"> sands</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilization" title=" soil stabilization"> soil stabilization</a> </p> <a href="https://publications.waset.org/abstracts/133107/anisotropic-behavior-of-sand-stabilized-with-colloidal-silica" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/133107.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">135</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3210</span> Evaluation of Shear Strength Parameters of Rudsar Sandy Soil Stabilized with Waste Rubber Chips</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Ziaie%20Moayed">R. Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Hamidzadeh"> M. Hamidzadeh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The use of waste rubber chips not only can be of great importance in terms of the environment, but also can be used to increase the shear strength of soils. The purpose of this study was to evaluate the variation of the internal friction angle of liquefiable sandy soil using waste rubber chips. For this purpose, the geotechnical properties of unmodified and modified soil samples by waste lining rubber chips have been evaluated and analyzed by performing the triaxial consolidated drained test. In order to prepare the laboratory specimens, the sandy soil in part of Rudsar shores in Gilan province, north of Iran with high liquefaction potential has been replaced by two percent of waste rubber chips. Samples have been compressed until reaching the two levels of density of 15.5 and 16.7 kN/m<sup>3</sup>. Also, in order to find the optimal length of chips in sandy soil, the rectangular rubber chips with the widths of 0.5 and 1 cm and the lengths of 0.5, 1, and 2 cm were used. The results showed that the addition of rubber chips to liquefiable sandy soil greatly increases the shear resistance of these soils. Also, it can be seen that decreasing the width and increasing the length-to-width ratio of rubber chips has a direct impact on the shear strength of the modified soil samples with rubber chips. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=improvement" title="improvement">improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=internal%20friction%20angle" title=" internal friction angle"> internal friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=sandy%20soil" title=" sandy soil"> sandy soil</a>, <a href="https://publications.waset.org/abstracts/search?q=rubber%20chip" title=" rubber chip"> rubber chip</a> </p> <a href="https://publications.waset.org/abstracts/79887/evaluation-of-shear-strength-parameters-of-rudsar-sandy-soil-stabilized-with-waste-rubber-chips" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/79887.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">145</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3209</span> Effect of Mineral Additives on Improving the Geotechnical Properties of Soils in Chief</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Rabah%20Younes">Rabah Younes</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The reduction of available land resources and the increased cout associated with the use of high quality materials have led to the need for local soils to be used in geotechnical construction, however; poor engineering properties of these soils pose difficulties for constructions project and need to be stabilized to improve their properties in other works unsuitable soils with low bearing capacity , high plasticity coupled with high instability are frequently encountered hence, there is a need to improve the physical and mechanical characteristics of these soils to make theme more suitable for construction this can be done by using different mechanical and chemical methods clayey soil stabilization has been practiced for sometime but mixing additives, such us cement, lime and fly ash to the soil to increase its strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=clay" title="clay">clay</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stabilization" title=" soil stabilization"> soil stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=naturaln%20pozzolana" title=" naturaln pozzolana"> naturaln pozzolana</a>, <a href="https://publications.waset.org/abstracts/search?q=atterberg%20limits" title=" atterberg limits"> atterberg limits</a>, <a href="https://publications.waset.org/abstracts/search?q=compaction" title=" compaction"> compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=compressive%20strength%20shear%20strength" title="compressive strength shear strength">compressive strength shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=curing" title=" curing"> curing</a> </p> <a href="https://publications.waset.org/abstracts/28009/effect-of-mineral-additives-on-improving-the-geotechnical-properties-of-soils-in-chief" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28009.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">313</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">3208</span> Assessing the Potential of a Waste Material for Cement Replacement and the Effect of Its Fineness in Soft Soil Stabilisation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hassnen%20M.%20Jafer">Hassnen M. Jafer</a>, <a href="https://publications.waset.org/abstracts/search?q=W.%20Atherton"> W. Atherton</a>, <a href="https://publications.waset.org/abstracts/search?q=F.%20Ruddock"> F. Ruddock</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper represents the results of experimental work to investigate the suitability of a waste material (WM) for soft soil stabilisation. In addition, the effect of particle size distribution (PSD) of the waste material on its performance as a soil stabiliser was investigated. The WM used in this study is produced from the incineration processes in domestic energy power plant and it is available in two different grades of fineness (coarse waste material (CWM) and fine waste material (FWM)). An intermediate plasticity silty clayey soil with medium organic matter content has been used in this study. The suitability of the CWM and FWM to improve the physical and engineering properties of the selected soil was evaluated dependant on the results obtained from the consistency limits, compaction characteristics (optimum moisture content (OMC) and maximum dry density (MDD)); along with the unconfined compressive strength test (UCS). Different percentages of CWM were added to the soft soil (3, 6, 9, 12 and 15%) to produce various admixtures. Then the UCS test was carried out on specimens under different curing periods (zero, 7, 14, and 28 days) to find the optimum percentage of CWM. The optimum and other two percentages (either side of the optimum content) were used for FWM to evaluate the effect of the fineness of the WM on UCS of the stabilised soil. Results indicated that both types of the WM used in this study improved the physical properties of the soft soil where the index of plasticity (IP) was decreased significantly. IP was decreased from 21 to 13.64 and 13.10 with 12% of CWM and 15% of FWM respectively. The results of the unconfined compressive strength test indicated that 12% of CWM was the optimum and this percentage developed the UCS value from 202kPa to 500kPa for 28 days cured samples, which is equal, approximately 2.5 times the UCS value for untreated soil. Moreover, this percentage provided 1.4 times the value of UCS for stabilized soil-CWA by using FWM which recorded just under 700kPa after 28 days curing. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soft%20soil%20stabilisation" title="soft soil stabilisation">soft soil stabilisation</a>, <a href="https://publications.waset.org/abstracts/search?q=waste%20materials" title=" waste materials"> waste materials</a>, <a href="https://publications.waset.org/abstracts/search?q=fineness" title=" fineness"> fineness</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compressive%20strength" title=" unconfined compressive strength"> unconfined compressive strength</a> </p> <a href="https://publications.waset.org/abstracts/32558/assessing-the-potential-of-a-waste-material-for-cement-replacement-and-the-effect-of-its-fineness-in-soft-soil-stabilisation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/32558.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">269</span> </span> </div> </div> <ul class="pagination"> <li class="page-item disabled"><span class="page-link">&lsaquo;</span></li> <li class="page-item active"><span class="page-link">1</span></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=soil%20stabilized&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=soil%20stabilized&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=soil%20stabilized&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=soil%20stabilized&page=5">5</a></li> <li class="page-item"><a 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