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extractants</title> <meta name="description" content="Search results for: soil test extractants"> <meta name="keywords" content="soil test extractants"> <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 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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 test extractants"> <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> 11772</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: soil test extractants</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">11772</span> Comparison of Soil Test Extractants for Determination of Available Soil Phosphorus</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Violina%20Angelova">Violina Angelova</a>, <a href="https://publications.waset.org/abstracts/search?q=Stefan%20Krustev"> Stefan Krustev</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The aim of this work was to evaluate the effectiveness of different soil test extractants for the determination of available soil phosphorus in five internationally certified standard soils, sludge and clay (NCS DC 85104, NCS DC 85106, ISE 859, ISE 952, ISE 998). The certified samples were extracted with the following methods/extractants: CaCl₂, CaCl₂ and DTPA (CAT), double lactate (DL), ammonium lactate (AL), calcium acetate lactate (CAL), Olsen, Mehlich 3, Bray and Kurtz I, and Morgan, which are commonly used in soil testing laboratories. The phosphorus in soil extracts was measured colorimetrically using Spectroquant Pharo 100 spectrometer. The methods used in the study were evaluated according to the recovery of available phosphorus, facility of application and rapidity of performance. The relationships between methods are examined statistically. A good agreement of the results from different soil test was established for all certified samples. In general, the P values extracted by the nine extraction methods significantly correlated with each other. When grouping the soils according to pH, organic carbon content and clay content, weaker extraction methods showed analogous trends; also among the stronger extraction methods, common tendencies were found. Other factors influencing the extraction force of the different methods include soil: solution ratio, as well as the duration and power of shaking the samples. The mean extractable P in certified samples was found to be in the order of CaCl₂ < CAT < Morgan < Bray and Kurtz I < Olsen < CAL < DL < Mehlich 3 < AL. Although the nine methods extracted different amounts of P from the certified samples, values of P extracted by the different methods were strongly correlated among themselves. Acknowledgment: The financial support by the Bulgarian National Science Fund Projects DFNI Н04/9 and DFNI Н06/21 are greatly appreciated. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=available%20soil%20phosphorus" title="available soil phosphorus">available soil phosphorus</a>, <a href="https://publications.waset.org/abstracts/search?q=certified%20samples" title=" certified samples"> certified samples</a>, <a href="https://publications.waset.org/abstracts/search?q=determination" title=" determination"> determination</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20test%20extractants" title=" soil test extractants"> soil test extractants</a> </p> <a href="https://publications.waset.org/abstracts/107336/comparison-of-soil-test-extractants-for-determination-of-available-soil-phosphorus" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/107336.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">151</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">11771</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">11770</span> Evaluating of Chemical Extractants for Assessment of Bioavailable Heavy Metals in Polluted Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Violina%20Angelova">Violina Angelova</a>, <a href="https://publications.waset.org/abstracts/search?q=Krasimir%20Ivanov"> Krasimir Ivanov</a>, <a href="https://publications.waset.org/abstracts/search?q=Stefan%20Krustev"> Stefan Krustev</a>, <a href="https://publications.waset.org/abstracts/search?q=Dimitar%20Dimitrov"> Dimitar Dimitrov</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Availability of a metal is characterised by its quantity transgressing from soil into different extractants or by its content in plants. In literature, the terms 'available forms of compounds' and 'mobile' are often considered as equivalents of the term 'accessible' to plants. Rapid and a sufficiently reliable method for defining the accessible for plants forms turns out to be their extraction through different extractants, imitating the functioning of the root system. As a criterion for the pertinence of the extractant to this purpose usually serves the significant statistic correlation between the extracted quantities of the element from soil and its content in plants. The aim of this work was to evaluate the effectiveness of various extractions (DTPA-TEA, AB-DTPA, Mehlich 3, 0.01 M CaCl₂, 1M NH₄NO₃) for the determination of bioavailability of heavy metals in industrially polluted soils from the metallurgical activity near Plovdiv and Kardjali, Bulgaria. Quantity measurements for contents of heavy metals were performed with ICP-OES. The results showed that extraction capacity was as follows: Mehlich 3>ABDTPA>DTPA-TEA>CaCl₂>NaNO₃. The content of the mobile form of heavy metals depends on the nature of metal ion, the nature of extractant and pH. The obtained results show that CaCl₂ extracts a greater quantity of mobile forms of heavy metals than NH₄NO₃. DTPA-TEA and AB-DTPA are capable of extracting from the soil not only the heavy metals participating in the exchange processes but also the heavy metals bound in carbonates and organic complexes, as well as bound and occluded in oxide and secondary clay minerals. AB-DTPA extracts a bit more heavy metals than DTPA-TEA. The darker color of the solutions obtained with AB-DTPA indicates that considerable quantities organic matter are being destructed. A comparison of the mobile forms of heavy metals extracted from clean and highly polluted soils has revealed that in the polluted soils the greater portion of heavy metals exists in a mobile form. High correlation coefficients are obtained between the metals extracted with different extractants and their total content in soil (r=0.9). A positive correlation between the pH, soil organic matter and the extracted quantities of heavy metals has been found. The results of correlation analysis revealed that the heavy metals extracted by DTPA-TEA, AB-DTPA, Mehlich 3, CaCl₂ and NaNO₃ correlated significantly with plant uptake. Significant correlation was found between DTPA-TEA, AB-DTPA, and CaCl₂ with heavy metals concentration in plants. Application of extracting methods contains chelating agents would be recommended in the future research onthe availabilityof heavy metals in polluted soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=availability" title="availability">availability</a>, <a href="https://publications.waset.org/abstracts/search?q=chemical%20extractants" title=" chemical extractants"> chemical extractants</a>, <a href="https://publications.waset.org/abstracts/search?q=heavy%20metals" title=" heavy metals"> heavy metals</a>, <a href="https://publications.waset.org/abstracts/search?q=mobile%20forms" title=" mobile forms"> mobile forms</a> </p> <a href="https://publications.waset.org/abstracts/68204/evaluating-of-chemical-extractants-for-assessment-of-bioavailable-heavy-metals-in-polluted-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/68204.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">355</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">11769</span> Development of an IoT System for Smart Crop Production</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Oyenike%20M.%20Olanrewaju">Oyenike M. Olanrewaju</a>, <a href="https://publications.waset.org/abstracts/search?q=Faith%20O.%20Echobu"> Faith O. Echobu</a>, <a href="https://publications.waset.org/abstracts/search?q=Aderemi%20G.%20Adesoji"> Aderemi G. Adesoji</a>, <a href="https://publications.waset.org/abstracts/search?q=Emmy%20Danny%20Ajik"> Emmy Danny Ajik</a>, <a href="https://publications.waset.org/abstracts/search?q=Joseph%20Nda%20Ndabula"> Joseph Nda Ndabula</a>, <a href="https://publications.waset.org/abstracts/search?q=Stephen%20Lucas"> Stephen Lucas</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Nutrients are required for any soil with which plants thrive to improve efficient growth and productivity. Amongst these nutrients required for proper plant productivity are nitrogen, phosphorus and potassium (NPK). Due to factors like leaching, nutrients uptake by plants, soil erosion and evaporation, these elements tend to be in low quantity and the need to replenish them arises. But these replenishment of soil nutrients cannot be done without a timely soil test to enable farmers to know the amount of each element in short quantity and evaluate the amount required to be added. Though wet soil analysis is good but it comes with a lot of challenges ranging from soil test gargets availability to the technical knowledge of how to conduct such soil test by the common farmer. Internet of things test kit was developed to fill in the gaps created by wet soil analysis, as it can test for N, P, K, soil temperature and soil moisture in a given soil at the time of test. In this implementation, sample test was carried out within 0.2 hectares of land divided into smaller plots. The kits perform adequately well as the range of values obtained across the segments were within a very close range. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Internet%20of%20Things" title="Internet of Things">Internet of Things</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20nutrients" title=" soil nutrients"> soil nutrients</a>, <a href="https://publications.waset.org/abstracts/search?q=test%20kit" title=" test kit"> test kit</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20temperature" title=" soil temperature"> soil temperature</a> </p> <a href="https://publications.waset.org/abstracts/174522/development-of-an-iot-system-for-smart-crop-production" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/174522.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">77</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">11768</span> Selective Solvent Extraction of Calcium and Magnesium from Concentrate Nickel Solutions Using Mixtures of Cyanex 272 and D2EHPA</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Alexandre%20S.%20Guimar%C3%A3es">Alexandre S. Guimarães</a>, <a href="https://publications.waset.org/abstracts/search?q=Marcelo%20B.%20Mansur"> Marcelo B. Mansur</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The performance of organophosphorus extractants Cyanex 272 and D2EHPA on the purification of concentrate nickel sulfate solutions was evaluated. Batch scale tests were carried out at pH range of 2 to 7 using a laboratory solution simulating concentrate nickel liquors as those typically obtained when sulfate intermediates from nickel laterite are re-leached and treated for the selective removal of cobalt, zinc, manganese and copper with Cyanex 272 ([Ca] = 0.57 g/L, [Mg] = 3.2 g/L, and [Ni] = 88 g/L). The increase on the concentration of D2EHPA favored the calcium extraction. The extraction of magnesium is dependent on the pH and of ratio of extractants D2EHPA and Cyanex 272 in the organic phase. The composition of the investigated organic phase did not affect nickel extraction. The number of stages is dependent on the magnesium extraction. The most favorable operating condition to selectively remove calcium and magnesium was determined. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=solvent%20extraction" title="solvent extraction">solvent extraction</a>, <a href="https://publications.waset.org/abstracts/search?q=organophosphorus%20extractants" title=" organophosphorus extractants"> organophosphorus extractants</a>, <a href="https://publications.waset.org/abstracts/search?q=alkaline%20earth%20metals" title=" alkaline earth metals"> alkaline earth metals</a>, <a href="https://publications.waset.org/abstracts/search?q=nickel" title=" nickel"> nickel</a> </p> <a href="https://publications.waset.org/abstracts/41602/selective-solvent-extraction-of-calcium-and-magnesium-from-concentrate-nickel-solutions-using-mixtures-of-cyanex-272-and-d2ehpa" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/41602.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">524</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">11767</span> Soil Reinforcement by Fibers Using Triaxial Compression Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Negadi%20Kheira">Negadi Kheira</a>, <a href="https://publications.waset.org/abstracts/search?q=Arab%20Ahmed"> Arab Ahmed</a>, <a href="https://publications.waset.org/abstracts/search?q=Kamal%20Elbokl%20Mohamed"> Kamal Elbokl Mohamed</a>, <a href="https://publications.waset.org/abstracts/search?q=Setti%20Fatima"> Setti Fatima</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In order to evaluate influences of roots on soil shear strength, monotonic drained and undrained triaxial laboratory tests were carried out on reconstituted specimens at various confining pressure (σc’=50, 100, 200, 300, 400 kPa) and a constant relative density (Dr = 50%). Reinforcement of soil by ﬁbrous roots is crucial for preventing soil erosion and degradation. Therefore, we investigated soil reinforcement by roots of acacia planted in the area of Chlef where shallow landslides and slope instability are frequent. These roots were distributed in soil in two forms: vertically and horizontally. The monotonic test results showed that roots have more impacts on the soil shear strength than the friction angle, and the presence of roots in soil substantially increased the soil shear strength. Also, the results showed that the contribution of roots on the shear strength mobilized increases with increase in the confining pressure. <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=monotonic" title=" monotonic"> monotonic</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=root%20fiber" title=" root fiber"> root fiber</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained" title=" undrained"> undrained</a> </p> <a href="https://publications.waset.org/abstracts/6925/soil-reinforcement-by-fibers-using-triaxial-compression-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/6925.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">415</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">11766</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">11765</span> Reliability of Using Standard Penetration Test (SPT) in Evaluation of Soil Properties</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hossein%20Alimohammadi">Hossein Alimohammadi</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohsen%20Amirmojahedi"> Mohsen Amirmojahedi</a>, <a href="https://publications.waset.org/abstracts/search?q=Mehrdad%20%20Rowhani"> Mehrdad Rowhani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil properties are used by geotechnical engineers to evaluate and analyze site conditions for designing purposes. Although basic soil classification tests are easy to perform and provide useful information to determine the properties of soils, it may take time to get the result and add some costs to the projects. Standard Penetration Test (SPT) provides an opportunity to evaluate soil parameters without performing laboratory tests. In addition to its simplicity and cheapness, the results become available immediately. This research provides a guideline on the application of the SPT test method, reliability of adapting the SPT test results in evaluating soil physical and mechanical properties such as Atterberg limits, shear strength, and compressive strength compressibility parameters. A total of 70 boreholes were investigated in this study by taking soil samples between depths of 1.2 to 15.25 meters. The project site was located in Morrow County, Ohio. A regression-based formula was proposed based on Tobit regression with a stepwise variable selection analysis conducted between SPT and other typical soil properties obtained from soil tests. The results of the research illustrated that the shear strength and physical properties of the soil affect the SPT number. The proposed correlation can help engineers to use SPT test results in their design with higher accuracy. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=standard%20penetration%20test" title="standard penetration test">standard penetration test</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20properties" title=" soil properties"> soil properties</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20classification" title=" soil classification"> soil classification</a>, <a href="https://publications.waset.org/abstracts/search?q=regression%20method" title=" regression method"> regression method</a> </p> <a href="https://publications.waset.org/abstracts/137933/reliability-of-using-standard-penetration-test-spt-in-evaluation-of-soil-properties" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/137933.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">188</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">11764</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">11763</span> Development of Soil Test Kits to Determine Organic Matter Available Phosphorus and Exchangeable Potassium in Thailand</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Charirat%20Kusonwiriyawong">Charirat Kusonwiriyawong</a>, <a href="https://publications.waset.org/abstracts/search?q=Supha%20Photichan"> Supha Photichan</a>, <a href="https://publications.waset.org/abstracts/search?q=Wannarut%20Chutibutr"> Wannarut Chutibutr</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil test kits for rapid analysis of the organic matter, available phosphorus and exchangeable potassium were developed to drive a low-cost field testing kit to farmers. The objective was to provide a decision tool for improving soil fertility. One aspect of soil test kit development was ease of use which is a time requirement for completing organic matter, available phosphorus and exchangeable potassium test in one soil sample. This testing kit required only two extractions and utilized no filtration consuming approximately 15 minutes per sample. Organic matter was principally created by oxidizing carbon KMnO₄ using the standard color chart. In addition, modified single extractant (Mehlich I) was applied to extract available phosphorus and exchangeable potassium. Molybdenum blue method and turbidimetric method using standard color chart were adapted to analyze available phosphorus and exchangeable potassium, respectively. Modified single extractant using in soil test kits were highly significant matching with analytical laboratory results (r=0.959** and 0.945** for available phosphorus and exchangeable potassium, respectively). Linear regressions were statistically calculated between modified single extractant and standard laboratory analysis (y=0.9581x-12.973 for available phosphorus and y=0.5372x+15.283 for exchangeable potassium, respectively). These equations were calibrated to formulate a fertilizer rate recommendation for specific corps. To validate quality, soil test kits were distributed to farmers and extension workers. We found that the accuracy of soil test kits were 71.0%, 63.9% and 65.5% for organic matter, available phosphorus, and exchangeable potassium, respectively. The quantitative survey was also conducted in order to assess their satisfaction with soil test kits. The survey showed that more than 85% of respondents said these testing kits were more convenient, economical and reliable than the other commercial soil test kits. Based upon the finding of this study, soil test kits can be another alternative for providing soil analysis and fertility recommendations when a soil testing laboratory is not available. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=available%20phosphorus" title="available phosphorus">available phosphorus</a>, <a href="https://publications.waset.org/abstracts/search?q=exchangeable%20potassium" title=" exchangeable potassium"> exchangeable potassium</a>, <a href="https://publications.waset.org/abstracts/search?q=modified%20single%20extractant" title=" modified single extractant"> modified single extractant</a>, <a href="https://publications.waset.org/abstracts/search?q=organic%20matter" title=" organic matter"> organic matter</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20test%20kits" title=" soil test kits"> soil test kits</a> </p> <a href="https://publications.waset.org/abstracts/98706/development-of-soil-test-kits-to-determine-organic-matter-available-phosphorus-and-exchangeable-potassium-in-thailand" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/98706.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">11762</span> Comparison of Numerical and Laboratory Results of Pull-Out Test on Soil–Geogrid Interactions</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Parisa%20Ahmadi%20Oliaei">Parisa Ahmadi Oliaei</a>, <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhassan%20Naeini"> Seyed Abolhassan Naeini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The knowledge of soil–reinforcement interaction parameters is particularly important in the design of reinforced soil structures. The pull-out test is one of the most widely used tests in this regard. The results of tensile tests may be very sensitive to boundary conditions, and more research is needed for a better understanding of the Pull-out response of reinforcement, so numerical analysis using the finite element method can be a useful tool for the understanding of the Pull-out response of soil-geogrid interaction. The main objective of the present study is to compare the numerical and experimental results of Pull- out a test on geogrid-reinforced sandy soils interactions. Plaxis 2D finite element software is used for simulation. In the present study, the pull-out test modeling has been done on sandy soil. The effect of geogrid hardness was also investigated by considering two different types of geogrids. The numerical results curve had a good agreement with the pull-out laboratory results. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=plaxis" title="plaxis">plaxis</a>, <a href="https://publications.waset.org/abstracts/search?q=pull-out%20test" title=" pull-out test"> pull-out test</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=soil-%20geogrid%20interaction" title=" soil- geogrid interaction"> soil- geogrid interaction</a> </p> <a href="https://publications.waset.org/abstracts/144971/comparison-of-numerical-and-laboratory-results-of-pull-out-test-on-soil-geogrid-interactions" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/144971.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">170</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">11761</span> Key Parameters for Controlling Swell of Expansive Soil-Hydraulic Cement Admixture</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Aung%20Phyo%20Kyaw">Aung Phyo Kyaw</a>, <a href="https://publications.waset.org/abstracts/search?q=Kuo%20Chieh%20Chao"> Kuo Chieh Chao</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Expansive soils are more complicated than normal soils, although the soil itself is not very complicated. When evaluating foundation performance on expansive soil, it is important to consider soil expansion. The primary focus of this study is on hydraulic cement and expansive soil mixtures, and the research aims to identify key parameters for controlling the swell of the expansive soil-hydraulic cement mixture. Treatment depths can be determined using hydraulic cement ratios of 4%, 8%, 12%, and 15% for treating expansive soil. To understand the effect of hydraulic cement percentages on the swelling of expansive soil-hydraulic admixture, performing the consolidation-swell test σ''ᶜˢ is crucial. This investigation primarily focuses on consolidation-swell tests σ''ᶜˢ, although the heave index Cₕ is also needed to determine total heave. The heave index can be measured using the percent swell in the specific inundation stress in both the consolidation-swell test and the constant-volume test swelling pressure. Obtaining the relationship between swelling pressure and σ''ᶜⱽ determined from the "constant volume test" is useful in predicting heave from a single oedometer test. The relationship between σ''ᶜˢ and σ''ᶜⱽ is based on experimental results of expansive soil behavior and facilitates heave prediction for each soil. In this method, the soil property "m" is used as a parameter, and common soil property tests include compaction, particle size distribution, and the Atterberg limit. The Electricity Generating Authority of Thailand (EGAT) provided the soil sample for this study, and all laboratory testing is performed according to American Society for Testing and Materials (ASTM) standards. <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=swelling%20pressure" title=" swelling pressure"> swelling pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=total%20heave" title=" total heave"> total heave</a>, <a href="https://publications.waset.org/abstracts/search?q=treatment%20depth" title=" treatment depth"> treatment depth</a> </p> <a href="https://publications.waset.org/abstracts/163671/key-parameters-for-controlling-swell-of-expansive-soil-hydraulic-cement-admixture" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/163671.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">85</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">11760</span> Evaluation of Numerical Modeling of Jet Grouting Design Using in situ Loading Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Reza%20Ziaie%20Moayed">Reza Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=Ehsan%20Azini"> Ehsan Azini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Jet grouting (JG) is one of the methods of improving and increasing the strength and bearing of soil in which the high pressure water or grout is injected through the nozzles into the soil. During this process, a part of the soil and grout particles comes out of the drill borehole, and the other part is mixed up with the grout in place, as a result of this process, a mass of modified soil is created. The purpose of this method is to change the soil into a mixture of soil and cement, commonly known as "soil-cement". In this paper, first, the principles of high pressure injection and then the effective parameters in the JG method are described<span dir="RTL">.</span> Then, the tests on the samples taken from the columns formed from the excavation around the soil-cement columns, as well as the static loading test on the created column, are discussed. In the other part of this paper, the soil behavior models for numerical modeling in PLAXIS software are mentioned. The purpose of this paper is to evaluate the results of numerical modeling based on in-situ static loading tests. The results indicate an acceptable agreement between the results of the tests mentioned and the modeling results. Also, modeling with this software as an appropriate option for technical feasibility can be used to soil improvement using JG. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=jet%20grouting%20column" title="jet grouting column">jet grouting column</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20improvement" title=" soil improvement"> soil improvement</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=in-situ%20loading%20test" title=" in-situ loading test"> in-situ loading test</a> </p> <a href="https://publications.waset.org/abstracts/111026/evaluation-of-numerical-modeling-of-jet-grouting-design-using-in-situ-loading-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/111026.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">143</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">11759</span> Laboratory Evaluation of Geogrids Used for Stabilizing Soft Subgrades</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=Nehla%20Mansour"> Nehla Mansour</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper aims to assess the efficiency of using geogrid reinforcement for subgrade stabilization. The literature of applying geogrid reinforcement technique for pavements built on soft subgrades and the previous experiences were reviewed. Laboratory tests were conducted on soil reinforced with geogrids in one or several layers. The soil specimens were compacted in four layers with or without geogrid sheets. The California Bearing Ratio (CBR) test, in soaking condition, was performed on natural soil and soil-geogrid specimens. The test results revealed that the CBR value is much affected by the geogrid sheet location and the number of sheets used in the soil specimen. When a geogrid sheet was placed at the 1<sup>st</sup> layer of the soil, there was an increment of 26% in the CBR value. Moreover, the CBR value was significantly increased by 62% when geogrid sheets were placed at all four layers. The high CBR value is attributed to interface friction and interlock involved in the geogrid/ soil interactions. It could be concluded that geogrid reinforcement is successful and more economical technique. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=geogrid" title="geogrid">geogrid</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforcement" title=" reinforcement"> reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=subgrade" title=" subgrade"> subgrade</a> </p> <a href="https://publications.waset.org/abstracts/49821/laboratory-evaluation-of-geogrids-used-for-stabilizing-soft-subgrades" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/49821.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">320</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">11758</span> Influence of Nanozeolite Particles on Improvement of Clayey Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Goodarzian">A. Goodarzian</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Ghasemipanah"> A. Ghasemipanah</a>, <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=H.%20Niroumand"> H. Niroumand</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The problem of soil stabilization has been one of the important issues in geotechnical engineering. Nowadays, nanomaterials have revolutionized many industries. In this research, improvement of the Kerman fine-grained soil by nanozeolite and nanobentonite additives separately has been investigated using Atterberg Limits and unconfined compression test. In unconfined compression test, the samples were prepared with 3, 5 and 7% nano additives, with 1, 7 and 28 days curing time with strain control method. Finally, the effect of different percentages of nanozeolite and nanobentonite on the geotechnical behavior and characteristics of Kerman fine-grained soil was investigated. The results showed that with increasing the amount of nanozeolite and also nanobentonite to fine-grained soil, the soil exhibits more compression strength. So that by adding 7% nanozeolite and nanobentonite with 1 day curing, the unconfined compression strength is 1.18 and 2.1 times higher than the unstabilized soil. In addition, the failure strain decreases in samples containing nanozeolite, whereas it increases in the presence of nanobentonite. Increasing the percentage of nanozeolite and nanobentonite also increased the elasticity modulus of soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=nanoparticles" title="nanoparticles">nanoparticles</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20improvement" title=" soil improvement"> soil improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=clayey%20soil" title=" clayey soil"> clayey soil</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compression%20stress" title=" unconfined compression stress"> unconfined compression stress</a> </p> <a href="https://publications.waset.org/abstracts/111618/influence-of-nanozeolite-particles-on-improvement-of-clayey-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/111618.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">120</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">11757</span> Consolidation Behavior of Lebanese Soil and Its Correlation with the Soil Parameters</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Robert%20G.%20Nini">Robert G. Nini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soil consolidation is one of the biggest problem facing engineers. The consolidation process has an important role in settlement analysis for the embankments and footings resting on clayey soils. The settlement amount is related to the compression and the swelling indexes of the soil. Because the predominant upper soil layer in Lebanon is consisting mainly of clay, this layer is a real challenge for structural and highway engineering. To determine the effect of load and drainage on the engineering consolidation characteristics of Lebanese soil, a full experimental and synthesis study was conducted on different soil samples collected from many locations. This study consists of two parts. During the first part which is an experimental one, the Proctor test and the consolidation test were performed on the collected soil samples. After it, the identifications soil tests as hydrometer, specific gravity and Atterberg limits are done. The consolidation test which is the main test in this research is done by loading the soil for some days then an unloading cycle was applied. It takes two weeks to complete a typical consolidation test. Because of these reasons, during the second part of our research which is based on the analysis of the experiments results, some correlations were found between the main consolidation parameters as compression and swelling indexes with the other soil parameters easy to calculate. The results show that the compression and swelling indexes of Lebanese clays may be roughly estimated using a model involving one or two variables in the form of the natural void ratio and the Atterberg limits. These correlations have increasing importance for site engineers, and the proposed model also seems to be applicable to a wide range of clays worldwide. <p class="card-text"><strong>Keywords:</strong> <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=clay" title=" clay"> clay</a>, <a href="https://publications.waset.org/abstracts/search?q=compression%20and%20swelling%20indexes" title=" compression and swelling indexes"> compression and swelling indexes</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20consolidation" title=" soil consolidation"> soil consolidation</a> </p> <a href="https://publications.waset.org/abstracts/108799/consolidation-behavior-of-lebanese-soil-and-its-correlation-with-the-soil-parameters" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/108799.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">137</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">11756</span> Analysis of the Variation on Earth Pressure by Addition of Construction Demolition Waste (C&D Waste) In Black Cotton Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nirav%20Jadav">Nirav Jadav</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20G.Vanza"> M. G.Vanza</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Black cotton soils mainly exhibit the property of swelling/shrinkage when they react to moisture variations. This property causes development of cracks in the structures resting on these soils, which poses instability to the structures. Soil stabilization is a technique to enhance the geotechnical characteristics of Black cotton soils by changing their properties. Due to rapid growth in construction industry, a lot of waste material is being generated every day, which poses the problem of its disposal. If the waste material can be utilized for soil stabilization, it will mitigate the problems of its disposal. The tests results evaluate that the strength of the Black cotton soils increased by the use of C&D waste material. This study determines various Index and engineering properties of soil and compare for different proportions of soil and C&D Waste. For finding properties of soil and C&D Waste, various test is carried out like sieve analysis, hydrometer test, specific gravity test, Atterberg’s limit test, Standard proctor test and soil Triaxial unconsolidated undrained test. It also takes into account the characteristics alteration due to addition of C&D Waste in active and passive pressure. This study presents the efficacy for use of C&D Waste as a stabilizing material to be mixed with backfill soil in retaining walls. Standard proctor test was conducted at proportions S1W0 (soil = 100%, Waste = 0%), S7W1 (soil = 87.5%, waste = 12.5%), S3W1, S5W3 and S1W1. From these, S5W3 showed optimum results, so this proportion was considered for Soil Triaxial UU-Test. Also, S1W0 was considered too. When 37.5% of soil is replaced by C&D Waste, the Optimum moisture content (OMC) decrease by 11.48%, further, increase C&D Waste in soil OMC remains constant, and maximum dry density (MDD) were observed to be increased by 9.27%, further increased C&D Waste in soil MDD reduces. Carried out strength test, which shows cohesion decreased by 162% and the internal friction angle increased by 49.4% with compare to virgin soil. The study focuses on the potential use of C&D Waste as a stabilizing material in the retaining wall backfill. The active earth pressure decreases, and the passive earth pressure increases in the S5W3 mixture compared to the S1W0 mixture at the same depth. <p class="card-text"><strong>Keywords:</strong> <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=construction%20demolition%20waste" title=" construction demolition waste"> construction demolition waste</a>, <a href="https://publications.waset.org/abstracts/search?q=compaction%20test" title=" compaction test"> compaction test</a>, <a href="https://publications.waset.org/abstracts/search?q=strength%20test" title=" strength test"> strength test</a> </p> <a href="https://publications.waset.org/abstracts/167204/analysis-of-the-variation-on-earth-pressure-by-addition-of-construction-demolition-waste-cd-waste-in-black-cotton-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/167204.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">82</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">11755</span> Effect of Nano-SiO2 Solution on the Strength Characteristics of Kaolinite</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Reza%20Ziaie%20Moayed">Reza Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamidreza%20Rahmani"> Hamidreza Rahmani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Today, with developments in science and technology, there is an excessive potential for the use of nanomaterials in various fields of geotechnical project such as soil stabilization. This study investigates the effect of Nano-SiO<sub>2</sub> solution on the unconfined compression strength and Young's elastic modulus of Kaolinite. For this purpose, nano-SiO<sub>2</sub> was mixed with kaolinite in five different contents: 1, 2, 3, 4 and 5% by weight of the dry soil and a series of the unconfined compression test with curing time of one-day was selected as laboratory test. Analyses of the tests results show that stabilization of kaolinite with Nano-SiO<sub>2</sub> solution can improve effectively the unconfined compression strength of modified soil up to 1.43 times compared to  the pure soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=kaolinite" title="kaolinite">kaolinite</a>, <a href="https://publications.waset.org/abstracts/search?q=Nano-SiO2" title=" Nano-SiO2"> Nano-SiO2</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compression%20test" title=" unconfined compression test"> unconfined compression test</a>, <a href="https://publications.waset.org/abstracts/search?q=Young%27s%20modulus" title=" Young's modulus"> Young's modulus</a> </p> <a href="https://publications.waset.org/abstracts/55913/effect-of-nano-sio2-solution-on-the-strength-characteristics-of-kaolinite" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55913.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">391</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">11754</span> The Dynamic Cone Penetration Test: A Review of Its Correlations and Applications </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Abdulrahman%20M.%20Hamid">Abdulrahman M. Hamid</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Dynamic Cone Penetration Test (DCPT) is widely used for field quality assessment of soils. Its application to predict the engineering properties of soil is globally promoted by the fact that it is difficult to obtain undisturbed soil samples, especially when loose or submerged sandy soil is encountered. Detailed discussion will be presented on the current development of DCPT correlations with resilient modulus, relative density, California Bearing Ratio (CBR), unconfined compressive strength and shear strength that have been developed for different materials in both the laboratory and field, as well as on the usage of DCPT in quality control of compaction of earth fills and performance evaluation of pavement layers. In addition, the relationship of the DCPT with other instruments such as falling weight deflectometer, nuclear gauge, soil stiffens gauge, and plate load test will be reported. Lastely, the application of DCPT in Saudi Arabia in recent years will be addressed in this manuscript. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20cone%20penetration%20test" title="dynamic cone penetration test">dynamic cone penetration test</a>, <a href="https://publications.waset.org/abstracts/search?q=falling%20weight%20deflectometer" title=" falling weight deflectometer"> falling weight deflectometer</a>, <a href="https://publications.waset.org/abstracts/search?q=nuclear%20gauge" title=" nuclear gauge"> nuclear gauge</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20stiffens%20gauge" title=" soil stiffens gauge"> soil stiffens gauge</a>, <a href="https://publications.waset.org/abstracts/search?q=plate%20load%20test" title=" plate load test"> plate load test</a>, <a href="https://publications.waset.org/abstracts/search?q=automated%20dynamic%20cone%20penetration" title=" automated dynamic cone penetration"> automated dynamic cone penetration</a> </p> <a href="https://publications.waset.org/abstracts/30274/the-dynamic-cone-penetration-test-a-review-of-its-correlations-and-applications" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/30274.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">434</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">11753</span> Liquefaction Assessment of Marine Soil in Western Yemen Region Based on Laboratory and Field Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Monalisha%20Nayak">Monalisha Nayak</a>, <a href="https://publications.waset.org/abstracts/search?q=T.%20G.%20Sitharam"> T. G. Sitharam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Liquefaction is a major threat for sites consists of or on sandy soil. But this present study concentrates on the behavior of fine soil under cyclic loading. This paper presents the study of liquefaction susceptibility of marine silty clay to clayey silt for an offshore site near western Yemen. The submerged and loose sediment condition of marine soil of an offshore site can favour liquefaction during earthquakes. In this regard, the liquefaction susceptibility of the site was carried out based on both field test results and laboratory test results. From field test results of seismic cone penetration test (SCPT), liquefaction susceptibility was assessed considering normalized cone tip resistance, and normalized friction ratio and results give an idea regarding both cyclic mobility and flow liquefaction. Laboratory cyclic triaxial tests were also conducted on saturated undisturbed and remoulded sample to study the effect of cyclic loading on strength and strain characteristics. Liquefaction susceptibility of the marine soft soil was also carried out based on index properties like grain size distribution, natural moisture content and liquid limit of soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=index%20properties" title="index properties">index properties</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=marine%20soil" title=" marine soil"> marine soil</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20cone%20penetration%20test%20%28SCPT%29" title=" seismic cone penetration test (SCPT)"> seismic cone penetration test (SCPT)</a> </p> <a href="https://publications.waset.org/abstracts/74336/liquefaction-assessment-of-marine-soil-in-western-yemen-region-based-on-laboratory-and-field-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/74336.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">232</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">11752</span> The Predicted Values of the California Bearing Ratio (CBR) by Using the Measurements of the Soil Resistivity Method (DC)</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fathi%20Ali%20Swaid">Fathi Ali Swaid</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The CBR test is widely used in the assessment of granular materials in base, subbase and subgrade layers of road and airfield pavements. Despite the success of this method, but it depends on a limited numbers of soil samples. This limitation do not adequately account for the spatial variability of soil properties. Thus, assessment is derived using these cursory soil data are likely to contain errors and thus make interpretation and soil characterization difficult. On the other hand quantitative methods of soil inventory at the field scale involve the design and adoption of sampling regimes and laboratory analysis that are time consuming and costly. In the latter case new technologies are required to efficiently sample and observe the soil in the field. This is particularly the case where soil bearing capacity is prevalent, and detailed quantitative information for determining its cause is required. In this paper, an electrical resistivity method DC is described and its application in Elg'deem Dirt road, located in Gasser Ahmad - Misurata, Libya. Results from the DC instrument were found to be correlated with the CBR values (r2 = 0.89). Finally, it is noticed that, the correlation can be used with experience for determining CBR value using basic soil electrical resistivity measurements and checked by few CBR test representing a similar range of CBR. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=California%20bearing%20ratio" title="California bearing ratio">California bearing ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=basic%20soil%20electrical%20resistivity" title=" basic soil electrical resistivity"> basic soil electrical resistivity</a>, <a href="https://publications.waset.org/abstracts/search?q=CBR" title=" CBR"> CBR</a>, <a href="https://publications.waset.org/abstracts/search?q=soil" title=" soil"> soil</a>, <a href="https://publications.waset.org/abstracts/search?q=subgrade" title=" subgrade"> subgrade</a>, <a href="https://publications.waset.org/abstracts/search?q=new%20technologies" title=" new technologies"> new technologies</a> </p> <a href="https://publications.waset.org/abstracts/15183/the-predicted-values-of-the-california-bearing-ratio-cbr-by-using-the-measurements-of-the-soil-resistivity-method-dc" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15183.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">448</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">11751</span> A Study of Combined Mechanical and Chemical Stabilisation of Fine Grained Dredge Soil of River Jhelum</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Adnan%20F.%20Sheikh">Adnan F. Sheikh</a>, <a href="https://publications.waset.org/abstracts/search?q=Fayaz%20A.%20Mir"> Fayaz A. Mir</a> </p> <p class="card-text"><strong>Abstract:</strong></p> After the recent devastating flood in Kashmir in 2014, dredging of the local water bodies, especially Jhelum River has become a priority for the government. Local government under the project name of 'Comprehensive Flood Management Programme' plans to undertake an increase in discharge of existing flood channels by removal of encroachments and acquisition of additional land, dredging and other works of the water bodies. The total quantity of soil to be dredged will be 16.15 lac cumecs. Dredged soil is a major component that would result from the project which requires disposal/utilization. This study analyses the effect of cement and sand on the engineering properties of soil. The tests were conducted with variable additions of sand (10%, 20% and 30%), whereas cement was added at 12%. Samples with following compositions: soil-cement (12%) and soil-sand (30%) were tested as well. Laboratory experiments were conducted to determine the engineering characteristics of soil, i.e., compaction, strength, and CBR characteristics. The strength characteristics of the soil were determined by unconfined compressive strength test and direct shear test. Unconfined compressive strength of the soil was tested immediately and for a curing period of seven days. CBR test was performed for unsoaked, soaked (worst condition- 4 days) and cured (4 days) samples. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=comprehensive%20flood%20management%20programme" title="comprehensive flood management programme">comprehensive flood management programme</a>, <a href="https://publications.waset.org/abstracts/search?q=dredge%20soil" title=" dredge soil"> dredge soil</a>, <a href="https://publications.waset.org/abstracts/search?q=strength%20characteristics" title=" strength characteristics"> strength characteristics</a>, <a href="https://publications.waset.org/abstracts/search?q=flood" title=" flood"> flood</a> </p> <a href="https://publications.waset.org/abstracts/87924/a-study-of-combined-mechanical-and-chemical-stabilisation-of-fine-grained-dredge-soil-of-river-jhelum" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/87924.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">174</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">11750</span> The Evaluation of Soil Liquefaction Potential Using Shear Wave Velocity</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Nghizaderokni">M. Nghizaderokni</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Janalizadechobbasty"> A. Janalizadechobbasty</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Azizi"> M. Azizi</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Naghizaderokni"> M. Naghizaderokni</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The liquefaction resistance of soils can be evaluated using laboratory tests such as cyclic simple shear, cyclic triaxial, cyclic tensional shear, and field methods such as Standard Penetration Test (SPT), Cone Penetration Test (CPT), and Shear Wave Velocity (Vs). This paper outlines a great correlation between shear wave velocity and standard penetration resistance of granular soils was obtained. Using Seeds standard penetration test (SPT) based soil liquefaction charts, new charts of soil liquefaction evaluation based on shear wave velocity data were developed for various magnitude earthquakes. <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=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20wave%20velocity" title=" shear wave velocity"> shear wave velocity</a>, <a href="https://publications.waset.org/abstracts/search?q=standard%20penetration%20resistance" title=" standard penetration resistance "> standard penetration resistance </a> </p> <a href="https://publications.waset.org/abstracts/28944/the-evaluation-of-soil-liquefaction-potential-using-shear-wave-velocity" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28944.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">395</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">11749</span> Numerical Evaluation of Deep Ground Settlement Induced by Groundwater Changes During Pumping and Recovery Test in Shanghai</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shuo%20Wang">Shuo Wang</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The hydrogeological parameters of the engineering site and the hydraulic connection between the aquifers can be obtained by the pumping test. Through the recovery test, the characteristics of water level recovery and the law of surface subsidence recovery can be understood. The above two tests can provide the basis for subsequent engineering design. At present, the deformation of deep soil caused by pumping tests is often neglected. However, some studies have shown that the maximum settlement subject to groundwater drawdown is not necessarily on the surface but in the deep soil. In addition, the law of settlement recovery of each soil layer subject to water level recovery is not clear. If the deformation-sensitive structure is deep in the test site, safety accidents may occur. In this study, the pumping test and recovery test of a confined aquifer in Shanghai are introduced. The law of measured groundwater changes and surface subsidence are analyzed. In addition, the fluid-solid coupling model was established by ABAQUS based on the Biot consolidation theory. The models are verified by comparing the computed and measured results. Further, the variation law of water level and the deformation law of deep soil during pumping and recovery tests under different site conditions and different times and spaces are discussed through the above model. It is found that the maximum soil settlement caused by pumping in a confined aquifer is related to the permeability of the overlying aquitard and pumping time. There is a lag between soil deformation and groundwater changes, and the recovery rate of settlement deformation of each soil layer caused by the rise of water level is different. Finally, some possible research directions are proposed to provide new ideas for academic research in this field. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=coupled%20hydro-mechanical%20analysis" title="coupled hydro-mechanical analysis">coupled hydro-mechanical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=deep%20ground%20settlement" title=" deep ground settlement"> deep ground settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20simulation" title=" numerical simulation"> numerical simulation</a>, <a href="https://publications.waset.org/abstracts/search?q=pumping%20test" title=" pumping test"> pumping test</a>, <a href="https://publications.waset.org/abstracts/search?q=recovery%20test" title=" recovery test"> recovery test</a> </p> <a href="https://publications.waset.org/abstracts/185178/numerical-evaluation-of-deep-ground-settlement-induced-by-groundwater-changes-during-pumping-and-recovery-test-in-shanghai" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/185178.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">44</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">11748</span> The Effect of Soil Binder and Gypsum to the Changes of the Expansive Soil Shear Strength Parameters</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yulia%20Hastuti">Yulia Hastuti</a>, <a href="https://publications.waset.org/abstracts/search?q=Ratna%20Dewi"> Ratna Dewi</a>, <a href="https://publications.waset.org/abstracts/search?q=Muhammad%20Sandi"> Muhammad Sandi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Many methods of soil stabilization that can be done such as by mixing chemicals. In this research, stabilization by mixing the soil using two types of chemical admixture, those are gypsum with a variation of 5%, 10%, and 15% and Soil binder with a concentration of 20 gr / lot of water, 25 gr / lot of water, and 30 gr / lot of water aimed to determine the effect on the soil plasticity index values and comparing the value of shear strength parameters of the mixture with the original soil conditions using a Triaxial UU test. Based on research done shows that with increasing variations in the mix, then the value of plasticity index decreased, which was originally 42% (very high degree of swelling) becomes worth 11.24% (lower Swelling degree) when a mixture of gypsum 15% and 30 gr / Lt water soil binder. As for the value shear, strength parameters increased in all variations of mixture. Admixture with the highest shear strength parameter's value is at 15% the mixture of gypsum and 20 gr / litre of water of soil binder with the 14 day treatment period, which has enhanced the cohesion value of 559.01%, the friction angle by 1157.14%. And a shear strength value of 568.49%. It can be concluded that the admixture of gypsum and soil binder correctly, can increase the value of shear strength parameters significantly and decrease the value of plasticity index of the soil. <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=gypsum" title=" gypsum"> gypsum</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20binder" title=" soil binder"> soil binder</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/58657/the-effect-of-soil-binder-and-gypsum-to-the-changes-of-the-expansive-soil-shear-strength-parameters" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/58657.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">475</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">11747</span> Shear Strength Parameters of an Unsaturated Lateritic Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jeferson%20Brito%20Fernades">Jeferson Brito Fernades</a>, <a href="https://publications.waset.org/abstracts/search?q=Breno%20Padovezi%20Rocha"> Breno Padovezi Rocha</a>, <a href="https://publications.waset.org/abstracts/search?q=Roger%20Augusto%20Rodrigues"> Roger Augusto Rodrigues</a>, <a href="https://publications.waset.org/abstracts/search?q=Heraldo%20Luiz%20Giacheti"> Heraldo Luiz Giacheti</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The geotechnical projects demand the appropriate knowledge of soil characteristics and parameters. The determination of geotechnical soil parameters can be done by means of laboratory or in situ tests. In countries with tropical weather, like Brazil, unsaturated soils are very usual. In these soils, the soil suction has been recognized as an important stress state variable, which commands the geo-mechanical behavior. Triaxial and direct shear tests on saturated soils samples allow determine only the minimal soil shear strength, in other words, no suction contribution. This paper briefly describes the triaxial test with controlled suction as well as discusses the influence of suction on the shear strength parameters of a lateritic tropical sandy soil from a Brazilian research site. In this site, a sample pit was excavated to retrieve disturbed and undisturbed soil blocks. The samples extracted from these blocks were tested in laboratory to represent the soil from 1.5, 3.0 and 5.0 m depth. The stress curves and shear strength envelopes determined by triaxial tests varying suction and confining pressure are presented and discussed. The water retention characteristics on this soil complement this analysis. In situ CPT tests were also carried out at this site in different seasons of the year. In this case, the soil suction profile was determined by means of the soil water retention. This extra information allowed assessing how soil suction also affected the CPT data and the shear strength parameters estimative via correlation. The major conclusions of this paper are: the undisturbed soil samples contracted before shearing and the soil shear strength increased hyperbolically with suction; and it was possible to assess how soil suction also influenced CPT test data based on the water content soil profile as well as the water retention curve. This study contributed with a better understanding of the shear strength parameters and the soil variability of a typical unsaturated tropical soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=site%20characterization" title="site characterization">site characterization</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=CPT" title=" CPT"> CPT</a>, <a href="https://publications.waset.org/abstracts/search?q=suction" title=" suction"> suction</a>, <a href="https://publications.waset.org/abstracts/search?q=variability" title=" variability"> variability</a> </p> <a href="https://publications.waset.org/abstracts/39766/shear-strength-parameters-of-an-unsaturated-lateritic-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/39766.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">416</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">11746</span> Development of In Situ Permeability Test Using Constant Discharge Method for Sandy Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Rifa%E2%80%99i">A. Rifa’i</a>, <a href="https://publications.waset.org/abstracts/search?q=Y.%20Takeshita"> Y. Takeshita</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Komatsu"> M. Komatsu</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The post-rain puddles problem that occurs in the first yard of Prambanan Temple are often disturbing visitor activity. A poodle layer and a drainage system has ever built to avoid such a problem, but puddles still didn’t stop appearing after rain. Permeability parameter needs to be determined by using more simple procedure to find exact method of solution. The instrument modelling were proposed according to the development of field permeability testing instrument. This experiment used proposed Constant Discharge method. Constant Discharge method used a tube poured with constant water flow. The procedure were carried out from unsaturated until saturated soil condition. Volumetric water content (θ) were being monitored by soil moisture measurement device. The results were relationship between k and θ which drawn by numerical approach Van Genutchen model. Parameters θr optimum value obtained from the test was at very dry soil. Coefficient of permeability with a density of 19.8 kN/m3 for unsaturated conditions was in range of 3 x 10-6 cm/sec (Sr= 68 %) until 9.98 x 10-4 cm/sec (Sr= 82 %). The equipment and testing procedure developed in this research was quite effective, simple and easy to be implemented on determining field soil permeability coefficient value of sandy soil. Using constant discharge method in proposed permeability test, value of permeability coefficient under unsaturated condition can be obtained without establish soil water characteristic curve. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=constant%20discharge%20method" title="constant discharge method">constant discharge method</a>, <a href="https://publications.waset.org/abstracts/search?q=in%20situ%20permeability%20test" title=" in situ permeability test"> in situ permeability test</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=unsaturated%20conditions" title=" unsaturated conditions"> unsaturated conditions</a> </p> <a href="https://publications.waset.org/abstracts/18447/development-of-in-situ-permeability-test-using-constant-discharge-method-for-sandy-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/18447.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">384</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">11745</span> Evaluation of Liquefaction Potential of Fine Grained Soil: Kerman Case Study</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Reza%20Ziaie%20Moayed">Reza Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=Maedeh%20Akhavan%20Tavakkoli"> Maedeh Akhavan Tavakkoli</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This research aims to investigate and evaluate the liquefaction potential in a project in Kerman city based on different methods for fine-grained soils. Examining the previous damages caused by recent earthquakes, it has been observed that fine-grained soils play an essential role in the level of damage caused by soil liquefaction. But, based on previous investigations related to liquefaction, there is limited attention to evaluating the cyclic resistance ratio for fine-grain soils, especially with the SPT method. Although using a standard penetration test (SPT) to find the liquefaction potential of fine-grain soil is not common, it can be a helpful method based on its rapidness, serviceability, and availability. In the present study, the liquefaction potential has been first determined by the soil’s physical properties obtained from laboratory tests. Then, using the SPT test and its available criterion for evaluating the cyclic resistance ratio and safety factor of liquefaction, the correction of effecting fine-grained soils is made, and then the results are compared. The results show that using the SPT test for liquefaction is more accurate than using laboratory tests in most cases due to the contribution of different physical parameters of soil, which leads to an increase in the ultimate N₁(60,cs). <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title="liquefaction">liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20resistance%20ratio" title=" cyclic resistance ratio"> cyclic resistance ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=SPT%20test" title=" SPT test"> SPT test</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=cohesion%20soils" title=" cohesion soils"> cohesion soils</a> </p> <a href="https://publications.waset.org/abstracts/148105/evaluation-of-liquefaction-potential-of-fine-grained-soil-kerman-case-study" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/148105.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">101</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">11744</span> Estimation of Elastic Modulus of Soil Surrounding Buried Pipeline Using Multi-Response Surface Methodology</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Won%20Mog%20Choi">Won Mog Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Seong%20Kyeong%20Hong"> Seong Kyeong Hong</a>, <a href="https://publications.waset.org/abstracts/search?q=Seok%20Young%20Jeong"> Seok Young Jeong </a> </p> <p class="card-text"><strong>Abstract:</strong></p> The stress on the buried pipeline under pavement is significantly affected by vehicle loads and elastic modulus of the soil surrounding the pipeline. The correct elastic modulus of soil has to be applied to the finite element model to investigate the effect of the vehicle loads on the buried pipeline using finite element analysis. The purpose of this study is to establish the approach to calculating the correct elastic modulus of soil using the optimization process. The optimal elastic modulus of soil, which minimizes the difference between the strain measured from vehicle driving test at the velocity of 35km/h and the strain calculated from finite element analyses, was calculated through the optimization process using multi-response surface methodology. Three elastic moduli of soil (road layer, original soil, dense sand) surrounding the pipeline were defined as the variables for the optimization. Further analyses with the optimal elastic modulus at the velocities of 4.27km/h, 15.47km/h, 24.18km/h were performed and compared to the test results to verify the applicability of multi-response surface methodology. The results indicated that the strain of the buried pipeline was mostly affected by the elastic modulus of original soil, followed by the dense sand and the load layer, as well as the results of further analyses with optimal elastic modulus of soil show good agreement with the test. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pipeline" title="pipeline">pipeline</a>, <a href="https://publications.waset.org/abstracts/search?q=optimization" title=" optimization"> optimization</a>, <a href="https://publications.waset.org/abstracts/search?q=elastic%20modulus%20of%20soil" title=" elastic modulus of soil"> elastic modulus of soil</a>, <a href="https://publications.waset.org/abstracts/search?q=response%20surface%20methodology" title=" response surface methodology"> response surface methodology</a> </p> <a href="https://publications.waset.org/abstracts/44795/estimation-of-elastic-modulus-of-soil-surrounding-buried-pipeline-using-multi-response-surface-methodology" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/44795.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">386</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">11743</span> Effect of Inclusion of Rubber on the Compaction Characteristics of Cement - MSWIFA- Clayey Soil Mixtures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Gehan%20Aouf">Gehan Aouf</a>, <a href="https://publications.waset.org/abstracts/search?q=Diala%20Tabbal"> Diala Tabbal</a>, <a href="https://publications.waset.org/abstracts/search?q=Abd%20El%20Rahim%20Sabsabi"> Abd El Rahim Sabsabi</a>, <a href="https://publications.waset.org/abstracts/search?q=Rashad%20Aouf"> Rashad Aouf</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The aim of this study is to show the effect of adding cement municipal solid incineration fly ash and rubber as stabilizer materials on weak soil. A detailed experimental study was conducted in order to show the viability of using these admixtures in improving the maximum dry density and optimum moisture content of the composite soil. Soil samples were prepared by adding Rubber and Cement to municipal solid waste incineration fly-ash - oil mix at different percentages. Then, a series of laboratory tests were performed, namely: Sieve analysis, Atterberg limits tests, Unconfined compression test, and Proctor tests. Three different percentages of fly ash (10%, 20%, and 30%) MSWFA by total dry weight of soil and three different percentages of Portland cement (10%, 15%, and 20%) by total dry weight of the mix and 0%, 5%, 10% for Rubber by total dry weight of the mix were used to find the optimum value. The test results reveal that adding MSWIFA to the soil up to 20% increased the MDD of the mixture and decreased the OMC, then an opposite trend for results were found when the percentage of MSWIFA exceeded 20%. This is due to the low specific gravity of MSWIFA and to the greater water absorption of MSWIFA. The laboratory tests also indicate that adding Rubber to the mix Soil-MSWIFA-Cement decreases its MDD due to the low specific gravity of rubber and it affects a slight decrease in OMC because the rubber has low absorption of water. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=clayey%20soil" title="clayey soil">clayey soil</a>, <a href="https://publications.waset.org/abstracts/search?q=MSWIFA" title=" MSWIFA"> MSWIFA</a>, <a href="https://publications.waset.org/abstracts/search?q=proctor%20test" title=" proctor test"> proctor test</a>, <a href="https://publications.waset.org/abstracts/search?q=rubber" title=" rubber"> rubber</a> </p> <a href="https://publications.waset.org/abstracts/148133/effect-of-inclusion-of-rubber-on-the-compaction-characteristics-of-cement-mswifa-clayey-soil-mixtures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/148133.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">116</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%20test%20extractants&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=soil%20test%20extractants&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=soil%20test%20extractants&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=soil%20test%20extractants&page=5">5</a></li> <li class="page-item"><a class="page-link" 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