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Bearing Ratio</title> <meta name="description" content="Search results for: California Bearing Ratio"> <meta name="keywords" content="California Bearing Ratio"> <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="California Bearing Ratio"> <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> 5462</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: California Bearing Ratio</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5462</span> Prediction of California Bearing Ratio from Physical Properties of Fine-Grained Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Bao%20Thach%20Nguyen">Bao Thach Nguyen</a>, <a href="https://publications.waset.org/abstracts/search?q=Abbas%20Mohajerani"> Abbas Mohajerani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The California bearing ratio (CBR) has been acknowledged as an important parameter to characterize the bearing capacity of earth structures, such as earth dams, road embankments, airport runways, bridge abutments, and pavements. Technically, the CBR test can be carried out in the laboratory or in the field. The CBR test is time-consuming and is infrequently performed due to the equipment needed and the fact that the field moisture content keeps changing over time. Over the years, many correlations have been developed for the prediction of CBR by various researchers, including the dynamic cone penetrometer, undrained shear strength, and Clegg impact hammer. This paper reports and discusses some of the results from a study on the prediction of CBR. In the current study, the CBR test was performed in the laboratory on some fine-grained subgrade soils collected from various locations in Victoria. Based on the test results, a satisfactory empirical correlation was found between the CBR and the physical properties of the experimental soils. <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=fine-grained%20soils" title=" fine-grained soils"> fine-grained soils</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20physical%20properties" title=" soil physical properties"> soil physical properties</a>, <a href="https://publications.waset.org/abstracts/search?q=pavement" title=" pavement"> pavement</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20test" title=" soil test"> soil test</a> </p> <a href="https://publications.waset.org/abstracts/18104/prediction-of-california-bearing-ratio-from-physical-properties-of-fine-grained-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/18104.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">510</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">5461</span> Effect of Lime and Leaf Ash on Engineering Properties of Red Mud</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Pawandeep%20Kaur">Pawandeep Kaur</a>, <a href="https://publications.waset.org/abstracts/search?q=Prashant%20Garg"> Prashant Garg</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Red mud is a byproduct of aluminum extraction from Bauxite industry. It is dumped in a pond which not only uses thousands of acres of land but having very high pH, it pollutes the ground water and the soil also. Leaves are yet another big waste especially during autumn when they contribute immensely to the blockage of drains and can easily catch fire, among other risks hence also needs to be utilized effectively. The use of leaf ash and red mud in highway construction as a filling material may be an efficient way to dispose of leaf ash and red mud. In this study, leaf ash and lime were used as admixtures to improve the geotechnical engineering properties of red mud. The red mud was taken from National Aluminum Company Limited, Odisha, and leaf ash was locally collected. The aim of present study is to investigate the effect of lime and leaf ash on compaction characteristics and strength characteristics of red mud. California Bearing Ratio and Unconfined Compression Strength tests were performed on red mud by varying different percentages of lime and leaf ash. Leaf ash was added in proportion 2%,4%,6%,8% and 10% whereas lime was added in proportions of 5% to 15%. Optimized value of lime was decided with respect to maximum CBR (California Bearing Ratio) of red mud mixed with different proportions of lime. An increase of 300% in California Bearing ratio of red mud and an increase of 125% in Unconfined Compression Strength values were observed. It may, therefore, be concluded that red mud may be effectively utilized in the highway industry as a filler material. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=stabilization" title="stabilization">stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=lime" title=" lime"> lime</a>, <a href="https://publications.waset.org/abstracts/search?q=red%20mud" title=" red mud"> red mud</a>, <a href="https://publications.waset.org/abstracts/search?q=leaf%20ash" title=" leaf ash"> leaf ash</a> </p> <a href="https://publications.waset.org/abstracts/87827/effect-of-lime-and-leaf-ash-on-engineering-properties-of-red-mud" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/87827.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">242</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">5460</span> In-situ and Laboratory Characterization of Fiji Lateritic Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Faijal%20Ali">Faijal Ali</a>, <a href="https://publications.waset.org/abstracts/search?q=Darga%20Kumar%20N."> Darga Kumar N.</a>, <a href="https://publications.waset.org/abstracts/search?q=Ravikant%20Singh"> Ravikant Singh</a>, <a href="https://publications.waset.org/abstracts/search?q=Rajnil%20Lal"> Rajnil Lal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Fiji has three major landforms such as plains, low mountains, and hills. The low land soils are formed on beach sand. Fiji soils contain high concentration of iron (III), aluminum oxides and hydroxides. The soil possesses reddish or yellowish colour. The characterization of lateritic soils collected from different locations along the national highway in Viti Levu, Fiji Islands. The research has been carried out mainly to understand the physical and strength properties to assess their suitability for the highway and building construction. In this paper, the field tests such as dynamic cone penetrometer test, field vane shear, field density and laboratory tests such as unconfined compression stress, compaction, grain size analysis and Atterberg limits are conducted. The test results are analyzed and presented. From the results, it is revealed that the soils are having more percentage of silt and clay which is more than 80% and 5 to 15% of fine to medium sand is noticed. The dynamic cone penetrometer results up to 3m depth had similar penetration resistance. For the first 1m depth, the rate of penetration is found 300mm per 3 to 4 blows. In all the sites it is further noticed that the rate of penetration at depths beyond 1.5 m is decreasing for the same number of blows as compared to the top soil. From the penetration resistance measured through dynamic cone penetrometer test, the California bearing ratio and allowable bearing capacities are 4 to 5% and 50 to 100 kPa for the top 1m layer and below 1m these values are increasing. The California bearing ratio of these soils for below 1m depth is in the order of 10% to 20%. The safe bearing capacity of these soils below 1m and up to 3m depth is varying from 150 kPa to 250 kPa. The field vane shear was measured within a depth of 1m from the surface and the values were almost similar varying from 60 kPa to 120 kPa. The liquid limit and plastic limits of these soils are in the range of 40 to 60% and 20 to 25%. Overall it is found that the top 1m soil along the national highway in majority places possess a soft to medium stiff behavior with low to medium bearing capacity as well low California bearing ratio values. It is recommended to ascertain these soils behavior in terms of geotechnical parameters before taking up any construction activity. <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=dynamic%20cone%20penetrometer%20test" title=" dynamic cone penetrometer test"> dynamic cone penetrometer test</a>, <a href="https://publications.waset.org/abstracts/search?q=field%20vane%20shear" title=" field vane shear"> field vane shear</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/79086/in-situ-and-laboratory-characterization-of-fiji-lateritic-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/79086.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">187</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">5459</span> Effect of Soaking Period of Clay on Its California Bearing Ratio Value</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> The quality of road pavement is affected mostly by the type of sub-grade which is acting as road foundation. The roads degradation is related to many factors especially the climatic conditions, the quality, and the thickness of the base materials. The thickness of this layer depends on its California Bearing Ratio (CBR) test value which by its turn is highly affected by the quantity of water infiltrated under the road after heavy rain. The capacity of the base material to drain out its water is predominant factor because any change in moisture content causes change in sub-grade strength. This paper studies the effect of the soaking period of soil especially clay on its CBR value. For this reason, we collected many clayey samples in order to study the effect of the soaking period on its CBR value. On each soil, two groups of experiments were performed: main tests consisting of Proctor and CBR test from one side and from other side identification tests consisting of other tests such as Atterberg limits tests. Each soil sample was first subjected to Proctor test in order to find its optimum moisture content which will be used to perform the CBR test. Four CBR tests were performed on each soil with different soaking period. The first CBR was done without soaking the soil sample; the second one with two days soaking, the third one with four days soaking period and the last one was done under eight days soaking. By comparing the results of CBR tests performed with different soaking time, a more detailed understanding was given to the role of the water in reducing the CBR of soil. In fact, by extending the soaking period, the CBR was found to be reduced quickly the first two days and slower after. A precise reduction factor of the CBR in relation with soaking period was found at the end of this paper. <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=clay" title=" clay"> clay</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=soaking%20period" title=" soaking period"> soaking period</a>, <a href="https://publications.waset.org/abstracts/search?q=sub-grade" title=" sub-grade"> sub-grade</a> </p> <a href="https://publications.waset.org/abstracts/98889/effect-of-soaking-period-of-clay-on-its-california-bearing-ratio-value" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/98889.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">132</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">5458</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">5457</span> Laboratory Studies to Assess the Effect of Recron Fiber on Soil Subgrade Characteristics</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Lokesh%20Gupta">Lokesh Gupta</a>, <a href="https://publications.waset.org/abstracts/search?q=Rakesh%20Kumar"> Rakesh Kumar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Stabilization of weak subgrade soil is mainly aimed for the improvement of soil strength and its durability. Highway engineers are concerned to get the soil material or system that will hold under the design use conditions and for the designed life of the engineering project. The present study envisages the effect of Recron fibres mixed in different proportion (up to 1% by weight of dry soil) on Atterberg limits, Compaction of the soil, California bearing ratio (CBR) values and unconfined compressive strength (UCS) of the soil. The present study deals with the influence of varying in length (20 mm, 30mm, 40mm and 50mm) and percentage (0.25 %, 0.50 %, 0.75 % and 1.0 %) of fibre added to the soil samples. The aim of study is to determine the reinforcing effect of randomly distributed fibres on the Compaction characteristics, penetration resistance and unconfined compressive strength of soils. The addition of fibres leads to an increase in the optimum moisture content and decrease in maximum dry density. With the addition of the fibres, the increases in CBR and UCS values are observed. The test result shows higher CBR and unconfined compressive strength value for the soil reinforced with 0.5% Recron fibre, once keeping aspect ratio as 160. <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=recron%20fiber" title=" recron fiber"> recron fiber</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compressive%20strength%20%28UCS%29" title=" unconfined compressive strength (UCS)"> unconfined compressive strength (UCS)</a>, <a href="https://publications.waset.org/abstracts/search?q=California%20bearing%20ratio%20%28CBR%29" title=" California bearing ratio (CBR)"> California bearing ratio (CBR)</a> </p> <a href="https://publications.waset.org/abstracts/98907/laboratory-studies-to-assess-the-effect-of-recron-fiber-on-soil-subgrade-characteristics" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/98907.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">164</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">5456</span> A Review on Bearing Capacity Factor Nγ of Foundations with Different Shapes</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Ziaie%20Moayed">R. Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Taghvamanesh"> S. Taghvamanesh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> So far several methods by different researchers have been developed in order to calculate the bearing capacity factors of foundations and retaining walls. In this paper, the bearing capacity factor Ny (shape factor) for different types of foundation have been investigated. The formula for bearing capacity on c–φ–γ soil can still be expressed by Terzaghi’s equation except that the bearing capacity factor Ny depends on the surcharge ratio, and friction angle φ. Many empirical definitions have been used for measurement of the bearing capacity factors N <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity%20factor%20N%CE%B3" title=" bearing capacity factor Nγ"> bearing capacity factor Nγ</a>, <a href="https://publications.waset.org/abstracts/search?q=irregular%20foundations" title=" irregular foundations"> irregular foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=shape%20factor" title=" shape factor"> shape factor</a> </p> <a href="https://publications.waset.org/abstracts/134905/a-review-on-bearing-capacity-factor-ngh-of-foundations-with-different-shapes" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/134905.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">150</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5455</span> Experimental Investigation on Geosynthetic-Reinforced Soil Sections via California Bearing Ratio Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20Abdi%20Goudazri">S. Abdi Goudazri</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=A.%20Nazeri"> A. Nazeri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Loose soils normally are of weak bearing capacity due to their structural nature. Being exposed to heavy traffic loads, they would fail in most cases. To tackle the aforementioned issue, geotechnical engineers have come up with different approaches; one of which is making use of geosynthetic-reinforced soil-aggregate systems. As these polymeric reinforcements have highlighted economic and environmentally-friendly features, they have become widespread in practice during the last decades. The present research investigates the efficiency of four different types of these reinforcements in increasing the bearing capacity of two-layered soil sections using a series California Bearing Ratio (CBR) test. The studied sections are comprised of a 10 cm-thick layer of no. 161 Firouzkooh sand (weak subgrade) and a 10 cm-thick layer of compacted aggregate materials (base course) classified as SP and GW according to the United Soil Classification System (USCS), respectively. The aggregate layer was compacted to the relative density (Dr) of 95% at the optimum water content (Wopt) of 6.5%. The applied reinforcements were including two kinds of geocomposites (type A and B), a geotextile, and a geogrid that were embedded at the interface of the lower and the upper layers of the soil-aggregate system. As the standard CBR mold was not appropriate in height for this study, the mold used for soaked CBR tests were utilized. To make a comparison between the results of stress-settlement behavior in the studied specimens, CBR values pertinent to the penetrations of 2.5 mm and 5 mm were considered. The obtained results demonstrated 21% and 24.5% increments in the amount of CBR value in the presence of geocomposite type A and geogrid, respectively. On the other hand, the effect of both geotextile and geocomposite type B on CBR values was generally insignificant in this research. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=geosynthetics" title="geosynthetics">geosynthetics</a>, <a href="https://publications.waset.org/abstracts/search?q=geogrid" title=" geogrid"> geogrid</a>, <a href="https://publications.waset.org/abstracts/search?q=geotextile" title=" geotextile"> geotextile</a>, <a href="https://publications.waset.org/abstracts/search?q=CBR%20test" title=" CBR test"> CBR test</a>, <a href="https://publications.waset.org/abstracts/search?q=increasing%20bearing%20capacity" title=" increasing bearing capacity"> increasing bearing capacity</a> </p> <a href="https://publications.waset.org/abstracts/116386/experimental-investigation-on-geosynthetic-reinforced-soil-sections-via-california-bearing-ratio-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/116386.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">110</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">5454</span> Stabilization of Spent Engine Oil Contaminated Lateritic Soil Admixed with Cement Kiln Dust for Use as Road Construction Materials</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Johnson%20Rotimi%20Oluremi">Johnson Rotimi Oluremi</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Adedayo%20Adegbola"> A. Adedayo Adegbola</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Samson%20Adediran"> A. Samson Adediran</a>, <a href="https://publications.waset.org/abstracts/search?q=O.%20Solomon%20Oladapo"> O. Solomon Oladapo</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Spent engine oil contains heavy metals and polycyclic aromatic hydrocarbons which contribute to chronic health hazards, poor soil aeration, immobilisation of nutrients and lowering of pH in soil. It affects geotechnical properties of lateritic soil thereby constituting geotechnical and foundation problems. This study is therefore based on the stabilization of spent engine oil (SEO) contaminated lateritic soil using cement kiln dust (CKD) as a mean of restoring it to its pristine state. Geotechnical tests which include sieve analysis, atterberg limit, compaction, California bearing ratio and unconfined compressive strength tests were carried out on the natural, SEO contaminated and CKD stabilized SEO contaminated lateritic soil samples. The natural soil classified as A-2-7 (2) by AASHTO classification and GC according to the Unified Soil Classification System changed to A-4 non-plastic soil due to SEO contaminated even under the influence of CKD it remained unchanged. However, the maximum dry density (MDD) of the SEO contaminated soil increased while the optimum moisture content (OMC) behaved vice versa with the increase in the percentages of CKD. Similarly, the bearing strength of the stabilized SEO contaminated soil measured by California Bearing Ratio (CBR) increased with percentage increment in CKD. In conclusion, spent engine oil has a detrimental effect on the geotechnical properties of the lateritic soil sample but which can be remediated using 10% CKD as a stand alone admixture in stabilizing spent engine oil contaminated soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=spent%20engine%20oil" title="spent engine oil">spent engine oil</a>, <a href="https://publications.waset.org/abstracts/search?q=lateritic%20soil" title=" lateritic soil"> lateritic soil</a>, <a href="https://publications.waset.org/abstracts/search?q=cement%20kiln%20dust" title=" cement kiln dust"> cement kiln dust</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=compaction" title=" compaction"> compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compressive%20strength" title=" unconfined compressive strength"> unconfined compressive strength</a> </p> <a href="https://publications.waset.org/abstracts/71051/stabilization-of-spent-engine-oil-contaminated-lateritic-soil-admixed-with-cement-kiln-dust-for-use-as-road-construction-materials" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/71051.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">389</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5453</span> Effect of Sand Wall Stabilized with Different Percentages of Lime on Bearing Capacity of Foundation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20S.%20Abdulrasool">Ahmed S. Abdulrasool</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Recently sand wall started to gain more attention as the sand is easy to compact by using vibroflotation technique. An advantage of sand wall is the availability of different additives that can be mixed with sand to increase the stiffness of the sand wall and hence to increase its performance. In this paper, the bearing capacity of circular foundation surrounded by sand wall stabilized with lime is evaluated through laboratory testing. The studied parameters include different sand-lime walls depth (H/D) ratio (wall depth to foundation diameter) ranged between (0.0-3.0). Effect of lime percentages on the bearing capacity of skirted foundation models is investigated too. From the results, significant change is occurred in the behavior of shallow foundations due to confinement of the soil. It has been found that (H/D) ratio of 2 gives substantial improvement in bearing capacity, and beyond (H/D) ratio of 2, there is no significant improvement in bearing capacity. The results show that the optimum lime content is 11%, and the maximum increase in bearing capacity reaches approximately 52% at (H/D) ratio of 2. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=circular%20foundation" title=" circular foundation"> circular foundation</a>, <a href="https://publications.waset.org/abstracts/search?q=clay%20soil" title=" clay soil"> clay soil</a>, <a href="https://publications.waset.org/abstracts/search?q=lime-sand%20wall" title=" lime-sand wall"> lime-sand wall</a> </p> <a href="https://publications.waset.org/abstracts/62996/effect-of-sand-wall-stabilized-with-different-percentages-of-lime-on-bearing-capacity-of-foundation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/62996.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">397</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5452</span> Geo-Engineering Properties of Lime Stabilized Expansive Soil with Shredded Waste Tyre</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Upasana%20Pattnaik">Upasana Pattnaik</a>, <a href="https://publications.waset.org/abstracts/search?q=Akshaya%20Kumar%20Sabat"> Akshaya Kumar Sabat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The compaction properties, unconfined compressive strength (UCS), soaked California bearing ratio (CBR), hydraulic conductivity, and swelling pressure of lime stabilized expansive soil-shredded waste tyre mixes have been discussed in this paper. Shredded waste tyres, passing 4.75 mm Indian Standard (IS) sieve and retained on 75µ IS sieve have been used in the experimental programme. First of all expansive soil-shredded waste tyre mixes were prepared by adding shredded waste tyre from 0 to 20% at an increment of 5%.Standard Proctor compaction, UCS and soaked CBR tests were conducted on these mixes. The optimum percentage of shredded waste tyre found out was 10%.In the second phase of the experiment, lime was added to sample having optimum percentage of expansive soil and shredded waste tyre from 2 to 6% at an increment of 1%.Compaction, UCS, soaked CBR, hydraulic conductivity, and swelling pressure tests were conducted on lime stabilized expansive soil-shredded waste tyre mixes. The optimum percentage of lime for stabilization was found out to be 5%.At the optimum percentage of lime the stabilized expansive soil-shredded waste tyre mix had increased strength, reduced hydraulic conductivity and swelling pressure. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expansive%20soil" title="expansive soil">expansive soil</a>, <a href="https://publications.waset.org/abstracts/search?q=hydraulic%20conductivity" title=" hydraulic conductivity"> hydraulic conductivity</a>, <a href="https://publications.waset.org/abstracts/search?q=lime" title=" lime"> lime</a>, <a href="https://publications.waset.org/abstracts/search?q=shredded%20waste%20tyre" title=" shredded waste tyre"> shredded waste tyre</a>, <a href="https://publications.waset.org/abstracts/search?q=soaked%20california%20bearing%20ratio" title=" soaked california bearing ratio"> soaked california bearing ratio</a> </p> <a href="https://publications.waset.org/abstracts/87297/geo-engineering-properties-of-lime-stabilized-expansive-soil-with-shredded-waste-tyre" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/87297.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">269</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5451</span> Effects of Rockdust as a Soil Stabilizing Agent on Poor Subgrade Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Muhammad%20Munawar">Muhammad Munawar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Pavement destruction is normally associated with the horizontal relocation of subgrade because of pavement engrossing water and inordinate avoidance and differential settlement of material underneath the pavement. The aim of the research is to study the effect of the additives (rockdust) on the stability and the increase of bearing capacity of selected soils in Mardan City. The physical, chemical and designing properties of soil were contemplated, and the soil was treated with added admixture rockdust with the goal of stabilizing the local soil. The stabilization or modification of soil is done by blending of rock dust to soils in the scope of 0 to 85% by the rate increment of 5%, 10%, and 15% individually. The following test was done for treated sample: Atterberg limits (liquid limit, plasticity index, plastic limit), standard compaction test, the California bearing test and the direct shear test. The results demonstrated that the gradation of soil is narrow from the particle size analysis. Plasticity index (P.I), Liquid limit (L.L) and plastic limit (P.L) were shown reduction with the addition of Rock dust. It was concluded that the maximum dry density is increasing with the addition of rockdust up to 10%, beyond 10%, it shows reduction in their content. It was discovered that the Cohesion C diminished, the angle of internal friction and the California bearing ratio (C.B.R) was improved with the addition of Rock dust. The investigation demonstrated that the best stabilizer for the contextual investigation (Toru road Mardan) is the rock dust and the ideal dosage is 10 %. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=rockdust" title="rockdust">rockdust</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilization" title=" stabilization"> stabilization</a>, <a href="https://publications.waset.org/abstracts/search?q=modification" title=" modification"> modification</a>, <a href="https://publications.waset.org/abstracts/search?q=CBR" title=" CBR"> CBR</a> </p> <a href="https://publications.waset.org/abstracts/84247/effects-of-rockdust-as-a-soil-stabilizing-agent-on-poor-subgrade-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/84247.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">283</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">5450</span> Experimental Study of Geotextile Effect on Improving Soil Bearing Capacity in Aggregate Surfaced Roads</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mahdi%20Taghipour%20Masoumi">Mahdi Taghipour Masoumi</a>, <a href="https://publications.waset.org/abstracts/search?q=Ali%20Abdi%20Kordani"> Ali Abdi Kordani</a>, <a href="https://publications.waset.org/abstracts/search?q=Mahmoud%20Nazirizad"> Mahmoud Nazirizad</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Geosynthetics utilization plays an important role in the construction of highways with no additive layers, such as asphalt concrete or cement concrete, or in a subgrade layer which affects the bearing capacity of unbounded layers. This laboratory experimental study was carried out to evaluate changes in the load bearing capacity of reinforced soil with these materials in highway roadbed with regard to geotextile properties. California Bearing Ratio (CBR) test samples were prepared with two types of soil: Clayey and sandy containing non-reinforced and reinforced soil. The samples comprised three types of geotextiles with different characteristics (150, 200, 300 g/m<sup>2</sup>) and depths (H= 5, 10, 20, 30, 50, 100 mm), and were grouped into two forms, one-layered and two-layered, based on the sample materials in order to perform defined tests. The results showed that the soil bearing characteristics increased when one layer of geotextile was used in clayey and sandy samples reinforced by geotextile. However, the bearing capacity of the soil, in the presence of a geotextile layer material with depth of more than 30 mm, had no remarkable effect. Furthermore, when the two-layered geotextile was applied in material samples, although it increased the soil resistance, it also showed that through the addition of a number or weights of geotextile into samples, the natural composition of the soil changed and the results are unreliable. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforced%20soil" title="reinforced soil">reinforced soil</a>, <a href="https://publications.waset.org/abstracts/search?q=geosynthetics" title=" geosynthetics"> geosynthetics</a>, <a href="https://publications.waset.org/abstracts/search?q=geotextile" title=" geotextile"> geotextile</a>, <a href="https://publications.waset.org/abstracts/search?q=transportation%20capacity" title=" transportation capacity"> transportation capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=CBR%20experiments" title=" CBR experiments"> CBR experiments</a> </p> <a href="https://publications.waset.org/abstracts/63424/experimental-study-of-geotextile-effect-on-improving-soil-bearing-capacity-in-aggregate-surfaced-roads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/63424.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">298</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">5449</span> The Effect of Zeolite on Sandy-Silt Soil Mechanical Properties</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shahryar%20Aftabi">Shahryar Aftabi</a>, <a href="https://publications.waset.org/abstracts/search?q=Saeed%20Fathi"> Saeed Fathi</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20H.%20Aminfar"> Mohammad H. Aminfar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> It is well known that cemented sand is one of the best approaches for soil stabilization. In some cases, a blend of sand, cement and other pozzolan materials such as zeolite, nano-particles and fiber can be widely (commercially) available and be effectively used in soil stabilization, especially in road construction. In this research, we investigate the effects of CaO which is based on the geotechnical characteristics of zeolite composition with sandy silt soil. Zeolites have low amount of CaO in their structures, that is, varying from 3% to 10%, and by removing the cement paste, we want to investigate the effect of zeolite pozzolan without any activator on soil samples strength. In this research, experiments are concentrated on various weight percentages of zeolite in the soil to examine the effect of the zeolite on drainage shear strength and California Bearing Ratio (CBR) both with and without curing. The study also investigates their liquid limit and plastic limit behavior and makes a comparative result by using Feng's and Wroth-Wood's methods in fall cone (cone penetrometer) device; in the final the SEM images have been presented. The results show that by increasing the percentage of zeolite in without-curing samples, the fine zeolite particles increase some soil's strength, but in the curing-state we can see a relatively higher strength toward without-curing state, since the zeolites have no plastic behavior, the pozzolanic property of zeolites plays a much higher role than cementing properties. Indeed, it is better to combine zeolite particle with activator material such as cement or lime to gain better results. <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=CBR" title=" CBR"> CBR</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear" title=" direct shear"> direct shear</a>, <a href="https://publications.waset.org/abstracts/search?q=fall-cone" title=" fall-cone"> fall-cone</a>, <a href="https://publications.waset.org/abstracts/search?q=sandy%20silt" title=" sandy silt"> sandy silt</a>, <a href="https://publications.waset.org/abstracts/search?q=SEM" title=" SEM"> SEM</a>, <a href="https://publications.waset.org/abstracts/search?q=zeolite" title=" zeolite"> zeolite</a> </p> <a href="https://publications.waset.org/abstracts/126569/the-effect-of-zeolite-on-sandy-silt-soil-mechanical-properties" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/126569.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">136</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">5448</span> Prediction of California Bearing Ratio of a Black Cotton Soil Stabilized with Waste Glass and Eggshell Powder using Artificial Neural Network</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Biruhi%20Tesfaye">Biruhi Tesfaye</a>, <a href="https://publications.waset.org/abstracts/search?q=Avinash%20M.%20Potdar"> Avinash M. Potdar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The laboratory test process to determine the California bearing ratio (CBR) of black cotton soils is not only overpriced but also time-consuming as well. Hence advanced prediction of CBR plays a significant role as it is applicable In pavement design. The prediction of CBR of treated soil was executed by Artificial Neural Networks (ANNs) which is a Computational tool based on the properties of the biological neural system. To observe CBR values, combined eggshell and waste glass was added to soil as 4, 8, 12, and 16 % of the weights of the soil samples. Accordingly, the laboratory related tests were conducted to get the required best model. The maximum CBR value found at 5.8 at 8 % of eggshell waste glass powder addition. The model was developed using CBR as an output layer variable. CBR was considered as a function of the joint effect of liquid limit, plastic limit, and plastic index, optimum moisture content and maximum dry density. The best model that has been found was ANN with 5, 6 and 1 neurons in the input, hidden and output layer correspondingly. The performance of selected ANN has been 0.99996, 4.44E-05, 0.00353 and 0.0067 which are correlation coefficient (R), mean square error (MSE), mean absolute error (MAE) and root mean square error (RMSE) respectively. The research presented or summarized above throws light on future scope on stabilization with waste glass combined with different percentages of eggshell that leads to the economical design of CBR acceptable to pavement sub-base or base, as desired. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CBR" title="CBR">CBR</a>, <a href="https://publications.waset.org/abstracts/search?q=artificial%20neural%20network" title=" artificial neural network"> artificial neural network</a>, <a href="https://publications.waset.org/abstracts/search?q=liquid%20limit" title=" liquid limit"> liquid limit</a>, <a href="https://publications.waset.org/abstracts/search?q=plastic%20limit" title=" plastic limit"> plastic limit</a>, <a href="https://publications.waset.org/abstracts/search?q=maximum%20dry%20density" title=" maximum dry density"> maximum dry density</a>, <a href="https://publications.waset.org/abstracts/search?q=OMC" title=" OMC"> OMC</a> </p> <a href="https://publications.waset.org/abstracts/139867/prediction-of-california-bearing-ratio-of-a-black-cotton-soil-stabilized-with-waste-glass-and-eggshell-powder-using-artificial-neural-network" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/139867.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">191</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">5447</span> Performance of Slot-Entry Hybrid Worn Journal Bearing under Turbulent Lubrication</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nathi%20Ram"> Nathi Ram</a>, <a href="https://publications.waset.org/abstracts/search?q=Saurabh%20K.%20Yadav"> Saurabh K. Yadav</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In turbomachinery, the turbulent flow occurs due to the use of high velocity of low kinematic viscosity lubricants and used in many industrial applications. In the present work, the performance of symmetric slot-entry hybrid worn journal bearing under laminar and turbulent lubrication has been investigated. For turbulent lubrication, the Reynolds equation has been modified using Constantinescu turbulent model. This modified equation has been solved using the finite element method. The effect of turbulent lubrication on bearing’s performance has been presented for symmetric hybrid journal bearing. The slot-entry hybrid worn journal bearing under turbulent/laminar regimes have been investigated. It has been observed that the stiffness and damping coefficients are more for the bearing having slot width ratio (SWR) of 0.25 than the bearing with SWR of 0.5 and 0.75 under the turbulent regime. Further, it is also observed that for constant wear depth parameter, stability threshold speed gets increased for bearing operates at slot width ratio 0.25 under turbulent lubrication. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=hydrostatic%20bearings" title="hydrostatic bearings">hydrostatic bearings</a>, <a href="https://publications.waset.org/abstracts/search?q=journal%20bearings" title=" journal bearings"> journal bearings</a>, <a href="https://publications.waset.org/abstracts/search?q=restrictors" title=" restrictors"> restrictors</a>, <a href="https://publications.waset.org/abstracts/search?q=turbulent%20flow%20models" title=" turbulent flow models"> turbulent flow models</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20technique" title=" finite element technique "> finite element technique </a> </p> <a href="https://publications.waset.org/abstracts/108336/performance-of-slot-entry-hybrid-worn-journal-bearing-under-turbulent-lubrication" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/108336.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">164</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">5446</span> EHD Effect on the Dynamic Characteristics of a Journal Bearing Lubricated with Couple Stress Fluids</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=B.%20Chetti">B. Chetti</a>, <a href="https://publications.waset.org/abstracts/search?q=W.%20A.%20Crosby"> W. A. Crosby </a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents a numerical analysis for the dynamic performance of a finite journal bearing lubricated with couple stress fluid taking into account the effect of the deformation of the bearing liner. The modified Reynolds equation has been solved by using finite difference technique. The dynamic characteristics in terms of stiffness coefficients, damping coefficients, critical mass and whirl ratio are evaluated for different values of eccentricity ratio and elastic coefficient for a journal bearing lubricated with a couple stress fluids and a Newtonian fluid. The results show that the dynamic characteristics of journal bearings lubricated with couple stress fluids are improved compared to journal bearings lubricated with Newtonian fluids. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=journal%20bearing" title="journal bearing">journal bearing</a>, <a href="https://publications.waset.org/abstracts/search?q=elastohydrodynamic" title=" elastohydrodynamic"> elastohydrodynamic</a>, <a href="https://publications.waset.org/abstracts/search?q=stability" title=" stability"> stability</a>, <a href="https://publications.waset.org/abstracts/search?q=couple%20stress" title=" couple stress"> couple stress</a> </p> <a href="https://publications.waset.org/abstracts/51446/ehd-effect-on-the-dynamic-characteristics-of-a-journal-bearing-lubricated-with-couple-stress-fluids" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/51446.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">362</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">5445</span> Effect of Cement Amount on California Bearing Ratio Values of Different Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ayse%20Pekrioglu%20Balkis">Ayse Pekrioglu Balkis</a>, <a href="https://publications.waset.org/abstracts/search?q=Sawash%20Mecid"> Sawash Mecid</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Due to continued growth and rapid development of road construction in worldwide, road sub-layers consist of soil layers, therefore, identification and recognition of type of soil and soil behavior in different condition help to us to select soil according to specification and engineering characteristic, also if necessary sometimes stabilize the soil and treat undesirable properties of soils by adding materials such as bitumen, lime, cement, etc. If the soil beneath the road is not done according to the standards and construction will need more construction time. In this case, a large part of soil should be removed, transported and sometimes deposited. Then purchased sand and gravel is transported to the site and full depth filled and compacted. Stabilization by cement or other treats gives an opportunity to use the existing soil as a base material instead of removing it and purchasing and transporting better fill materials. Classification of soil according to AASHTOO system and USCS help engineers to anticipate soil behavior and select best treatment method. In this study soil classification and the relation between soil classification and stabilization method is discussed, cement stabilization with different percentages have been selected for soil treatment based on NCHRP. There are different parameters to define the strength of soil. In this study, CBR will be used to define the strength of soil. Cement by percentages, 0%, 3%, 7% and 10% added to soil for evaluation effect of added cement to CBR of treated soil. Implementation of stabilization process by different cement content help engineers to select an economic cement amount for the stabilization process according to project specification and characteristics. Stabilization process in optimum moisture content (OMC) and mixing rate effect on the strength of soil in the laboratory and field construction operation have been performed to see the improvement rate in strength and plasticity. Cement stabilization is quicker than a universal method such as removing and changing field soils. Cement addition increases CBR values of different soil types by the range of 22-69%. <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=cement%20stabilization" title=" cement stabilization"> cement stabilization</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=mechanical%20properties" title=" mechanical properties"> mechanical properties</a> </p> <a href="https://publications.waset.org/abstracts/68673/effect-of-cement-amount-on-california-bearing-ratio-values-of-different-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/68673.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">397</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5444</span> Variation of the Dynamic Characteristics of a Spindle with the Change of Bearing Preload</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Shinji%20Oouchi">Shinji Oouchi</a>, <a href="https://publications.waset.org/abstracts/search?q=Hajime%20Nomura"> Hajime Nomura</a>, <a href="https://publications.waset.org/abstracts/search?q=Kung-Da%20Wu"> Kung-Da Wu</a>, <a href="https://publications.waset.org/abstracts/search?q=Jui-Pin%20Hung"> Jui-Pin Hung</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents the variation of the dynamic characteristics of a spindle with the change of bearing preload. The correlations between the variation of bearing preload and fundamental modal parameters were first examined by conducting vibration tests on physical spindle units. Experimental measurements show that the dynamic compliance and damping ratio associated with the dominating modes were affected to vary with variation of the bearing preload. When the bearing preload was slightly deviated from a standard value, the modal frequency and damping ability also vary to different extent, which further enable the spindle to perform with different compliance. For the spindle used in this study, a standard preload value set on bearings would enable the spindle to behave a higher stiffness as compared with others with a preload variation. This characteristic can be served as a reference to examine the variation of bearing preload of spindle in assemblage or operation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20compliance" title="dynamic compliance">dynamic compliance</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20preload" title=" bearing preload"> bearing preload</a>, <a href="https://publications.waset.org/abstracts/search?q=modal%20damping" title=" modal damping"> modal damping</a>, <a href="https://publications.waset.org/abstracts/search?q=standard%20preload" title=" standard preload"> standard preload</a> </p> <a href="https://publications.waset.org/abstracts/15889/variation-of-the-dynamic-characteristics-of-a-spindle-with-the-change-of-bearing-preload" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15889.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">467</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">5443</span> Effect of Elastic Modulus Anisotropy on Foundation Behavior Reinforced with Geogrid in Sandy Soil</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=Javad%20Shamsi%20Soosahab"> Javad Shamsi Soosahab</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The bearing capacity of shallow foundations is one of the interesting subjects in geotechnical engineering. Soil improvement by geosynthetic reinforcements is a modern method used in different projects to improve the bearing capacity of foundations. In this paper, numerical study is adopted to investigate the effect of geogrid soil reinforcement on shallow foundation behavior resting on anisotropic sand with using a finite element limit analysis software. The effect of the ratio of horizontal elastic modulus with respect to vertical elastic modulus (EH/EV) investigates on bearing capacity of foundations. The results illustrate that in sandy soils, the anisotropic ratio of elastic modulus (EH/EV) has notable effect on bearing capacity of shallow foundations. Also, based on the results of this study, it was concluded that geogrid could be used as soil reinforcement elements to improve the bearing of sandy soils and reduce its settlement possible remarkably. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundations" title="shallow foundations">shallow foundations</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title=" bearing capacity"> bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20study" title=" numerical study"> numerical study</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20anisotropy" title=" soil anisotropy"> soil anisotropy</a>, <a href="https://publications.waset.org/abstracts/search?q=geogrid" title=" geogrid"> geogrid</a> </p> <a href="https://publications.waset.org/abstracts/126795/effect-of-elastic-modulus-anisotropy-on-foundation-behavior-reinforced-with-geogrid-in-sandy-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/126795.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">150</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">5442</span> Laboratory Investigation of the Pavement Condition in Lebanon: Implementation of Reclaimed Asphalt Pavement in the Base Course and Asphalt Layer</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Marinelle%20El-Khoury">Marinelle El-Khoury</a>, <a href="https://publications.waset.org/abstracts/search?q=Lina%20Bouhaya"> Lina Bouhaya</a>, <a href="https://publications.waset.org/abstracts/search?q=Nivine%20Abbas"> Nivine Abbas</a>, <a href="https://publications.waset.org/abstracts/search?q=Hassan%20Sleiman"> Hassan Sleiman</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The road network in the north of Lebanon is a prime example of the lack of pavement design and execution in Lebanon.  These roads show major distresses and hence, should be tested and evaluated. The aim of this research is to investigate and determine the deficiencies in road surface design in Lebanon, and to propose an environmentally friendly asphalt mix design. This paper consists of several parts: (i) evaluating pavement performance and structural behavior, (ii) identifying the distresses using visual examination followed by laboratory tests, (iii) deciding the optimal solution where rehabilitation or reconstruction is required and finally, (iv) identifying a sustainable method, which uses recycled material in the proposed mix. The asphalt formula contains Reclaimed Asphalt Pavement (RAP) in the base course layer and in the asphalt layer. Visual inspection of the roads in Tripoli shows that these roads face a high level of distress severity. Consequently, the pavement should be reconstructed rather than simply rehabilitated. Coring was done to determine the pavement layer thickness. The results were compared to the American Association of State Highway and Transportation Officials (AASHTO) design methodology and showed that the existing asphalt thickness is lower than the required asphalt thickness. Prior to the pavement reconstruction, the road materials were tested according to the American Society for Testing and Materials (ASTM) specification to identify whether the materials are suitable. Accordingly, the ASTM tests that were performed on the base course are Sieve analysis, Atterberg limits, modified proctor, Los Angeles, and California Bearing Ratio (CBR) tests. Results show a CBR value higher than 70%. Hence, these aggregates could be used as a base course layer. The asphalt layer was also tested and the results of the Marshall flow and stability tests meet the ASTM specifications. In the last section, an environmentally friendly mix was proposed. An optimal RAP percentage of 30%, which produced a well graded base course and asphalt mix, was determined through a series of trials. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=asphalt%20mix" title="asphalt mix">asphalt mix</a>, <a href="https://publications.waset.org/abstracts/search?q=reclaimed%20asphalt%20pavement" title=" reclaimed asphalt pavement"> reclaimed asphalt pavement</a>, <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=sustainability" title=" sustainability"> sustainability</a> </p> <a href="https://publications.waset.org/abstracts/103234/laboratory-investigation-of-the-pavement-condition-in-lebanon-implementation-of-reclaimed-asphalt-pavement-in-the-base-course-and-asphalt-layer" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/103234.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">130</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">5441</span> Experimental Challenges and Solutions in Design and Operation of the Test Rig for Water Lubricated Journal Bearing</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ravindra%20Mallya">Ravindra Mallya</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Satish%20Shenoy"> B. Satish Shenoy</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Raghuvir%20Pai"> B. Raghuvir Pai</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The study deals with the challenges in developing a test rig to test the performance of water lubricated journal bearing. The test rig is designed to simulate the working conditions of the bearing in order to understand their performance before they are put in operation. The bearing that is studied is the commercially available water lubricated bearing which has a rubber liner bonded with a rigid metal shell. The lubricant enters the bearing axially through a pressurized inlet tank and exits to an outlet tank which is at sufficiently low pressure. The load on the bearing is applied through the dead weight system which acts both in upward and downward direction so that net load acts on the bearing. The issues in feeding the lubricant into the bearing from the inlet side and preventing the leakage of the lubricant is discussed. The application of the load on the test bearing while maintaining the bearing afloat is also discussed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=axial%20groove" title="axial groove">axial groove</a>, <a href="https://publications.waset.org/abstracts/search?q=hydrodynamic%20pressure" title=" hydrodynamic pressure"> hydrodynamic pressure</a>, <a href="https://publications.waset.org/abstracts/search?q=journal%20bearing" title=" journal bearing"> journal bearing</a>, <a href="https://publications.waset.org/abstracts/search?q=test%20rig" title=" test rig"> test rig</a>, <a href="https://publications.waset.org/abstracts/search?q=water%20lubrication" title=" water lubrication"> water lubrication</a> </p> <a href="https://publications.waset.org/abstracts/15451/experimental-challenges-and-solutions-in-design-and-operation-of-the-test-rig-for-water-lubricated-journal-bearing" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15451.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">502</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">5440</span> The impact of International Trade on Maritime Ecosystems: Evidence from the California Emission Control Area and the Kelp Forests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fabien%20Candau">Fabien Candau</a>, <a href="https://publications.waset.org/abstracts/search?q=Florian%20Lafferrere"> Florian Lafferrere</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This article analyses how an emission policy for vessels (named California’s Ocean-Going Vessel Fuel Rule) was implemented in 2009 in California impacts trade and marine biodiversity. By studying the decrease in emission levels anticipated by the policy, we measure not only the consequences for port activities but also for one of the most important marine ecosystems of the California Coast: the Kelp forests. Using the Difference in Difference (DiD) approach at the Californian ports level, we find that this policy has led to a significant decrease in trade volume during this period. Therefore, we find a positive and significant effect of shipping policy on kelp canopy and biomass growth by controlling the specific climatic and environmental characteristics of California coastal areas. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=international%20trade" title="international trade">international trade</a>, <a href="https://publications.waset.org/abstracts/search?q=shipping" title=" shipping"> shipping</a>, <a href="https://publications.waset.org/abstracts/search?q=marine%20biodiversity" title=" marine biodiversity"> marine biodiversity</a>, <a href="https://publications.waset.org/abstracts/search?q=emission%20control%20area" title=" emission control area"> emission control area</a> </p> <a href="https://publications.waset.org/abstracts/177949/the-impact-of-international-trade-on-maritime-ecosystems-evidence-from-the-california-emission-control-area-and-the-kelp-forests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/177949.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">61</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">5439</span> Numerical Analysis of Shallow Footing Rested on Geogrid Reinforced Sandy Soil </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhasan%20Naeini">Seyed Abolhasan Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Javad%20%20Shamsi%20Soosahab"> Javad Shamsi Soosahab</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The use of geosynthetic reinforcement within the footing soils is a very effective and useful method to avoid the construction of costly deep foundations. This study investigated the use of geosynthetics for soil improvement based on numerical modeling using FELA software. Pressure settlement behavior and bearing capacity ratio of foundation on geogrid reinforced sand is investigated and the effect of different parameters like as number of geogrid layers and vertical distance between elements in three different relative density soil is studied. The effects of geometrical parameters of reinforcement layers were studied for determining the optimal values to reach to maximum bearing capacity. The results indicated that the optimum range of the distance ratio between the reinforcement layers was achieved at 0.5 to 0.6 and after number of geogrid layers of 4, no significant effect on increasing the bearing capacity of footing on reinforced sandy with geogrid <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=reinforced%20sand" title=" reinforced sand"> reinforced sand</a>, <a href="https://publications.waset.org/abstracts/search?q=FELA%20software" title=" FELA software"> FELA software</a>, <a href="https://publications.waset.org/abstracts/search?q=distance%20ratio" title=" distance ratio"> distance ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=number%20of%20geogrid%20layers" title=" number of geogrid layers"> number of geogrid layers</a> </p> <a href="https://publications.waset.org/abstracts/127329/numerical-analysis-of-shallow-footing-rested-on-geogrid-reinforced-sandy-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/127329.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">148</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">5438</span> Numerical Study on the Static Characteristics of Novel Aerostatic Thrust Bearings Possessing Elastomer Capillary Restrictor and Bearing Surface</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20W.%20Lo">S. W. Lo</a>, <a href="https://publications.waset.org/abstracts/search?q=S.-H.%20Lu"> S.-H. Lu</a>, <a href="https://publications.waset.org/abstracts/search?q=Y.%20H.%20Guo"> Y. H. Guo</a>, <a href="https://publications.waset.org/abstracts/search?q=L.%20C.%20Hsu"> L. C. Hsu </a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, a novel design of aerostatic thrust bearing is proposed and is analyzed numerically. The capillary restrictor and bearing disk are made of elastomer like silicone and PU. The viscoelasticity of elastomer helps the capillary expand for more air flux and at the same time, allows conicity of the bearing surface to form when the air pressure is enhanced. Therefore, the bearing has the better ability of passive compensation. In the present example, as compared with the typical model, the new designs can nearly double the load capability and offer four times static stiffness. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=aerostatic" title="aerostatic">aerostatic</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing" title=" bearing"> bearing</a>, <a href="https://publications.waset.org/abstracts/search?q=elastomer" title=" elastomer"> elastomer</a>, <a href="https://publications.waset.org/abstracts/search?q=static%20stiffness" title=" static stiffness"> static stiffness</a> </p> <a href="https://publications.waset.org/abstracts/7954/numerical-study-on-the-static-characteristics-of-novel-aerostatic-thrust-bearings-possessing-elastomer-capillary-restrictor-and-bearing-surface" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/7954.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">377</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">5437</span> Effect of Reinforcement Density on the Behaviour of Reinforced Sand Under a Square Footing</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dhyaalddin%20Bahaalddin%20Noori%20Zangana">Dhyaalddin Bahaalddin Noori Zangana</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study involves the behavior of reinforced sand under a square footing. A series of bearing capacity tests were performed on a small-scale laboratory model, which filled with a poorly-graded homogenous bed of sand, which was placed in a medium dense state using sand raining technique. The sand was reinforced with 40 mm wide household aluminum foil strips. The main studied parameters was to consider the effect of reinforcing strip length, with various linear density of reinforcement, number of reinforcement layers and depth of top layer of reinforcement below the footing, on load-settlement behavior, bearing capacity ratio and settlement reduction factor. The relation of load-settlement generally showed similar trend in all the tests. Failure was defined as settlement equal to 10% of the footing width. The recommended optimum reinforcing strip length, linear density of reinforcement, number of reinforcement layers and depth of top layer of reinforcing strips that give the maximum bearing capacity improvement and minimum settlement reduction factor were presented and discussed. Different bearing capacity ration versus length of the reinforcing strips and settlement reduction factor versus length of the reinforcing strips relations at failure were showed improvement of bearing capacity ratio by a factor of 3.82 and reduction of settlement reduction factor by a factor of 0.813. The optimum length of reinforcement was found to be 7.5 times the footing width. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=square%20footing" title="square footing">square footing</a>, <a href="https://publications.waset.org/abstracts/search?q=relative%20density" title=" relative density"> relative density</a>, <a href="https://publications.waset.org/abstracts/search?q=linear%20density%20of%20reinforcement" title=" linear density of reinforcement"> linear density of reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity%20ratio" title=" bearing capacity ratio"> bearing capacity ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=load-settlement%20behaviour" title=" load-settlement behaviour"> load-settlement behaviour</a> </p> <a href="https://publications.waset.org/abstracts/143978/effect-of-reinforcement-density-on-the-behaviour-of-reinforced-sand-under-a-square-footing" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/143978.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">98</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">5436</span> Effect of Footing Shape on Bearing Capacity and Settlement of Closely Spaced Footings on Sandy Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Shafaghat">A. Shafaghat</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20Khabbaz"> H. Khabbaz</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Moravej"> S. Moravej</a>, <a href="https://publications.waset.org/abstracts/search?q=Ah.%20Shafaghat"> Ah. Shafaghat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The bearing capacity of closely spaced shallow footings alters with their spacing and the shape of footing. In this study, the bearing capacity and settlement of two adjacent footings constructed on a sand layer are investigated. The effect of different footing shapes including square, circular, ring and strip on sandy soil is captured in the calculations. The investigations are carried out numerically using PLAXIS-3D software and analytically employing conventional settlement equations. For this purpose, foundations are modelled in the program with practical dimensions and various spacing ratios ranging from 1 to 5. The spacing ratio is defined as the centre-to-centre distance to the width of foundations (S/B). Overall, 24 models are analyzed; and the results are compared and discussed in detail. It can be concluded that the presence of adjacent foundation leads to the reduction in bearing capacity for round shape footings while it can increase the bearing capacity of rectangular footings in some specific distances. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title="bearing capacity">bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=loose%20sand" title=" loose sand"> loose sand</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement%20equations" title=" settlement equations"> settlement equations</a>, <a href="https://publications.waset.org/abstracts/search?q=shallow%20foundation" title=" shallow foundation"> shallow foundation</a> </p> <a href="https://publications.waset.org/abstracts/101564/effect-of-footing-shape-on-bearing-capacity-and-settlement-of-closely-spaced-footings-on-sandy-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/101564.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">256</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">5435</span> Environmental Benefits of Corn Cob Ash in Lateritic Soil Cement Stabilization for Road Works in a Sub-Tropical Region</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20O.%20Apampa">Ahmed O. Apampa</a>, <a href="https://publications.waset.org/abstracts/search?q=Yinusa%20A.%20Jimoh"> Yinusa A. Jimoh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The potential economic viability and environmental benefits of using a biomass waste, such as corn cob ash (CCA) as pozzolan in stabilizing soils for road pavement construction in a sub-tropical region was investigated. Corn cob was obtained from Maya in South West Nigeria and processed to ash of characteristics similar to Class C Fly Ash pozzolan as specified in ASTM C618-12. This was then blended with ordinary Portland cement in the CCA:OPC ratios of 1:1, 1:2 and 2:1. Each of these blends was then mixed with lateritic soil of ASHTO classification A-2-6(3) in varying percentages from 0 – 7.5% at 1.5% intervals. The soil-CCA-Cement mixtures were thereafter tested for geotechnical index properties including the BS Proctor Compaction, California Bearing Ratio (CBR) and the Unconfined Compression Strength Test. The tests were repeated for soil-cement mix without any CCA blending. The cost of the binder inputs and optimal blends of CCA:OPC in the stabilized soil were thereafter analyzed by developing algorithms that relate the experimental data on strength parameters (Unconfined Compression Strength, UCS and California Bearing Ratio, CBR) with the bivariate independent variables CCA and OPC content, using Matlab R2011b. An optimization problem was then set up minimizing the cost of chemical stabilization of laterite with CCA and OPC, subject to the constraints of minimum strength specifications. The Evolutionary Engine as well as the Generalized Reduced Gradient option of the Solver of MS Excel 2010 were used separately on the cells to obtain the optimal blend of CCA:OPC. The optimal blend attaining the required strength of 1800 kN/m2 was determined for the 1:2 CCA:OPC as 5.4% mix (OPC content 3.6%) compared with 4.2% for the OPC only option; and as 6.2% mix for the 1:1 blend (OPC content 3%). The 2:1 blend did not attain the required strength, though over a 100% gain in UCS value was obtained over the control sample with 0% binder. Upon the fact that 0.97 tonne of CO2 is released for every tonne of cement used (OEE, 2001), the reduced OPC requirement to attain the same result indicates the possibility of reducing the net CO2 contribution of the construction industry to the environment ranging from 14 – 28.5% if CCA:OPC blends are widely used in soil stabilization, going by the results of this study. The paper concludes by recommending that Nigeria and other developing countries in the sub-tropics with abundant stock of biomass waste should look in the direction of intensifying the use of biomass waste as fuel and the derived ash for the production of pozzolans for road-works, thereby reducing overall green house gas emissions and in compliance with the objectives of the United Nations Framework on Climate Change. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=corn%20cob%20ash" title="corn cob ash">corn cob ash</a>, <a href="https://publications.waset.org/abstracts/search?q=biomass%20waste" title=" biomass waste"> biomass waste</a>, <a href="https://publications.waset.org/abstracts/search?q=lateritic%20soil" title=" lateritic soil"> lateritic soil</a>, <a href="https://publications.waset.org/abstracts/search?q=unconfined%20compression%20strength" title=" unconfined compression strength"> unconfined compression strength</a>, <a href="https://publications.waset.org/abstracts/search?q=CO2%20emission" title=" CO2 emission"> CO2 emission</a> </p> <a href="https://publications.waset.org/abstracts/12603/environmental-benefits-of-corn-cob-ash-in-lateritic-soil-cement-stabilization-for-road-works-in-a-sub-tropical-region" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/12603.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">373</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">5434</span> Polymer Aerostatic Thrust Bearing under Circular Support for High Static Stiffness</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sy-Wei%20Lo">Sy-Wei Lo</a>, <a href="https://publications.waset.org/abstracts/search?q=Chi-Heng%20Yu"> Chi-Heng Yu</a> </p> <p class="card-text"><strong>Abstract:</strong></p> A new design of aerostatic thrust bearing is proposed for high static stiffness. The bearing body, which is mead of polymer covered with metallic membrane, is held by a circular ring. Such a support helps form a concave air gap to grasp the air pressure. The polymer body, which can be made rapidly by either injection or molding is able to provide extra damping under dynamic loading. The smooth membrane not only serves as the bearing surface but also protects the polymer body. The restrictor is a capillary inside a silicone tube. It can passively compensate the variation of load by expanding the capillary diameter for more air flux. In the present example, the stiffness soars from 15.85 N/µm of typical bearing to 349.85 N/µm at bearing elevation 9.5 µm; meanwhile the load capacity also enhances from 346.86 N to 704.18 N. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=aerostatic" title="aerostatic">aerostatic</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing" title=" bearing"> bearing</a>, <a href="https://publications.waset.org/abstracts/search?q=polymer" title=" polymer"> polymer</a>, <a href="https://publications.waset.org/abstracts/search?q=static%20stiffness" title=" static stiffness"> static stiffness</a> </p> <a href="https://publications.waset.org/abstracts/30015/polymer-aerostatic-thrust-bearing-under-circular-support-for-high-static-stiffness" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/30015.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">370</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">5433</span> Effect of Anisotropy and Heterogeneity on Bearing Capacity of Shallow Foundations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20A.%20Naeini">S. A. Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Mahigir"> A. Mahigir</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Naturally occurring cohesive soil deposits are inherently anisotropic with respect to different properties amongst which is the shear strength. The anisotropy is primary due to the process of sedimentation followed by predominantly one-dimensional consolidation. However, most soils in their natural states exhibit some anisotropy with respect to shear strength and some non-homogeneity with respect to depth. In this paper the standard Mohr-Coulomb yield criterion was modified to consider the anisotropic shear strength properties. The term non-homogeneity used in this paper refers to only the cohesion intercept which is assumed to vary linearly with depth. The effect of both anisotropy and deterministic non-homogeneity on bearing capacity of shallow foundation was investigated using finite difference method. Result of numerical analysis indicates that the cohesion anisotropy has a significant effect on bearing capacity of shallow foundation. Furthermore, the linear and bilinear heterogeneity affects the bearing capacity in a similar way although the anisotropy issue emerges to be more important as far as shallow foundations are considered. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=anisotropic%20ratio" title="anisotropic ratio">anisotropic ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20difference%20analysis" title=" finite difference analysis"> finite difference analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=bearing%20capacity" title=" bearing capacity"> bearing capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=heterogeneity" title=" heterogeneity"> heterogeneity</a> </p> <a href="https://publications.waset.org/abstracts/73977/effect-of-anisotropy-and-heterogeneity-on-bearing-capacity-of-shallow-foundations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/73977.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">268</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=California%20Bearing%20Ratio&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=California%20Bearing%20Ratio&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=California%20Bearing%20Ratio&page=4">4</a></li> <li class="page-item"><a class="page-link" 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