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footing</title> <meta name="description" content="Search results for: isolated footing"> <meta name="keywords" content="isolated footing"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block d-lg-none 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action="https://publications.waset.org/abstracts/search"> <div id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="isolated footing"> <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> 1667</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: isolated footing</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1667</span> Punching Shear Behavior of RC Column Footing on Stabilized Ground</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sukanta%20K.%20Shill">Sukanta K. Shill</a>, <a href="https://publications.waset.org/abstracts/search?q=Md.%20M.%20Hoque"> Md. M. Hoque</a>, <a href="https://publications.waset.org/abstracts/search?q=Md.%20Shaifullah"> Md. Shaifullah</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An experiment on the punching of RC column footing, comparison of test result to established different codes for punching shear calculation of column footings is presented in the paper. The principal aim of this study is to investigate the punching shear behavior of an isolated column footing using brick aggregate as coarse aggregate. Consequence, a RC model footing was constructed on a stabilized soil and tested the footing under field condition. The test result yields that the experimental punching shear capacity is greater than all the theoretical punching shear capacities obtained by using different codes of practices. It can be stated that BNBC 1993, as well as ACI 318, 2002 code formulae are very conservative in predicting the punching shear resistance of RC footing, whereas the CEB-FIP MC, 1990 formula and Eurocode2 formula are less conservative in predicting the punching shear resistance of footing. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=footing" title="footing">footing</a>, <a href="https://publications.waset.org/abstracts/search?q=punching%20shear" title=" punching shear"> punching shear</a>, <a href="https://publications.waset.org/abstracts/search?q=field%20condition" title=" field condition"> field condition</a>, <a href="https://publications.waset.org/abstracts/search?q=stabilized%20soil" title=" stabilized soil"> stabilized soil</a>, <a href="https://publications.waset.org/abstracts/search?q=brick%20aggregate" title=" brick aggregate"> brick aggregate</a> </p> <a href="https://publications.waset.org/abstracts/17204/punching-shear-behavior-of-rc-column-footing-on-stabilized-ground" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/17204.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">409</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1666</span> The Effect of Jet Grouting on the Behavior of Strip Footing Adjacent to Slope Crest</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20M.%20El-Tuhami">Ahmed M. El-Tuhami</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20A.%20Mohamed"> Ahmed A. Mohamed</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper studies the behavior of strip footing adjacent to slope crest and the effect of jet grouting under the footing. This problem is investigated numerically in the present study. Two dimensional plane strain program PLAXIS is used in this study. 15 nodes triangular element is used to idealize soil with hardening soil model. Five nodes isoperimetric beam element is used to idealize stripe footing. Interface element is used to represent the contact between beam element and soil. Two parameters were studied, the first is the foundation depth and the second is the Stripe footing distance from the slope crest. Settlement and horizontal displacement of strip footing were obtained and studied from the analyzed finite element model results. The reduction influence of jet grouting on footing displacement were studied and investigated. The results indicate that the inclusion of jet grouting under strip footing adjacent to slope crest has significant effect in improving the response of the strip footing and the slope. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=strip%20footing" title="strip footing">strip footing</a>, <a href="https://publications.waset.org/abstracts/search?q=jet%20grouting" title=" jet grouting"> jet grouting</a>, <a href="https://publications.waset.org/abstracts/search?q=slope" title=" slope"> slope</a>, <a href="https://publications.waset.org/abstracts/search?q=PLAXIS" title=" PLAXIS"> PLAXIS</a>, <a href="https://publications.waset.org/abstracts/search?q=relative%20distance" title=" relative distance"> relative distance</a> </p> <a href="https://publications.waset.org/abstracts/6092/the-effect-of-jet-grouting-on-the-behavior-of-strip-footing-adjacent-to-slope-crest" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/6092.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">475</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1665</span> Investigation of Building Loads Effect on the Stability of Slope</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hadj%20Brahim%20Mounia">Hadj Brahim Mounia</a>, <a href="https://publications.waset.org/abstracts/search?q=Belhamel%20Farid"> Belhamel Farid</a>, <a href="https://publications.waset.org/abstracts/search?q=Souici%20Messoud"> Souici Messoud</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In big cities, construction on sloping land (landslide) is becoming increasingly prevalent due to the unavailability of flat lands. This has created a major challenge for structural engineers with regard to structure design, due to the difficulties encountered during the implementation of projects, both for the structure and the soil. This paper analyses the effect of the number of floors of a building, founded on isolated footing on the stability of the slope using the computer code finite element PLAXIS 2D v. 8.2. The isolated footings of a building in this case were anchored in soil so that the levels of successive isolated footing realize a maximum slope of base of three for two heights, which connects the edges of the nearest footings, according to the Algerian building code DTR-BC 2.331: Shallow foundations. The results show that the embedment of the foundation into the soil reduces the value of the safety factor due to the change of the stress state of the soil by these foundations. The number of floors a building has also influences the safety factor. It has been noticed from this case of study that there is no risk of collapse of slopes for an inclination between 5° and 8°. In the case of slope inclination greater than 10° it has been noticed that the urbanization is prohibited. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=isolated%20footings" title="isolated footings">isolated footings</a>, <a href="https://publications.waset.org/abstracts/search?q=multi-storeys%20building" title=" multi-storeys building"> multi-storeys building</a>, <a href="https://publications.waset.org/abstracts/search?q=PLAXIS%202D" title=" PLAXIS 2D"> PLAXIS 2D</a>, <a href="https://publications.waset.org/abstracts/search?q=slope" title=" slope"> slope</a> </p> <a href="https://publications.waset.org/abstracts/55350/investigation-of-building-loads-effect-on-the-stability-of-slope" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55350.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">252</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">1664</span> Study of the Behavior of Geogrid Mechanically Stabilized Earth Walls Under Cyclic Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yongzhe%20Zhao">Yongzhe Zhao</a>, <a href="https://publications.waset.org/abstracts/search?q=Ying%20Liu"> Ying Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=Zhiyong%20Liu"> Zhiyong Liu</a>, <a href="https://publications.waset.org/abstracts/search?q=Hui%20You"> Hui You</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The soil behind retaining wall is normally subjected to cyclic loading, for example traffic loading. Geotextile has been widely used to reinforce the soil for the purpose of reducing the settlement of the soil. A series of physical model tests were performed to investigate the settlement of footing under cyclic loading. The settlement of the footing, ground deformation and the vertical earth pressure in subsoil were presented and discussed under different types of geotextiles. The results indicate that including geotextiles significantly decreases the footing settlement and the stiffer the geotextile, the less the settlement. Under cyclic loading, the soil below the footing shows dilation within certain depths and beyond that it experiences contraction. The location of footing relative to the retaining wall has important effects on the deformation behavior of the soil in the ground, and the closer the footing to the retaining wall, the greater the contraction soil shows. This is because the retaining wall experienced greater lateral displacement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=physical%20model%20tests" title="physical model tests">physical model tests</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20retaining%20wall" title=" reinforced retaining wall"> reinforced retaining wall</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title=" cyclic loading"> cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=footing" title=" footing"> footing</a> </p> <a href="https://publications.waset.org/abstracts/150601/study-of-the-behavior-of-geogrid-mechanically-stabilized-earth-walls-under-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/150601.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">155</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1663</span> Design of Soil Replacement under Axial Centric Load Isolated Footing by Limit State Method</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Emad%20A.%20M.%20Osman">Emad A. M. Osman</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20M.%20Abu-Bakr"> Ahmed M. Abu-Bakr</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Compacted granular fill under shallow foundation is one of the oldest, cheapest, and easiest techniques to improve the soil characteristics to increase the bearing capacity and decrease settlement under footing. There are three main factors affecting the design of soil replacement to gain these advantages. These factors are the type of replaced soil, characteristics, and thickness. The first two factors can be easily determined by laboratory and field control. This paper emphasizes on how to determine the thickness accurately for footing under centric axial load by limit state design method. The advantages of the method are the way of determining the thickness (independent of experience) and it takes into account the replaced and original or underneath soil characteristics and reaches the goals of replaced soils economically. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=design%20of%20soil%20replacement" title="design of soil replacement">design of soil replacement</a>, <a href="https://publications.waset.org/abstracts/search?q=LSD%20method" title=" LSD method"> LSD method</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20replacement" title=" soil replacement"> soil replacement</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20improvement" title=" soil improvement"> soil improvement</a> </p> <a href="https://publications.waset.org/abstracts/37928/design-of-soil-replacement-under-axial-centric-load-isolated-footing-by-limit-state-method" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/37928.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">351</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">1662</span> Probabilistic Analysis of Bearing Capacity of Isolated Footing using Monte Carlo Simulation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sameer%20Jung%20Karki">Sameer Jung Karki</a>, <a href="https://publications.waset.org/abstracts/search?q=Gokhan%20Saygili"> Gokhan Saygili</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The allowable bearing capacity of foundation systems is determined by applying a factor of safety to the ultimate bearing capacity. Conventional ultimate bearing capacity calculations routines are based on deterministic input parameters where the nonuniformity and inhomogeneity of soil and site properties are not accounted for. Hence, the laws of mathematics like probability calculus and statistical analysis cannot be directly applied to foundation engineering. It’s assumed that the Factor of Safety, typically as high as 3.0, incorporates the uncertainty of the input parameters. This factor of safety is estimated based on subjective judgement rather than objective facts. It is an ambiguous term. Hence, a probabilistic analysis of the bearing capacity of an isolated footing on a clayey soil is carried out by using the Monte Carlo Simulation method. This simulated model was compared with the traditional discrete model. It was found out that the bearing capacity of soil was found higher for the simulated model compared with the discrete model. This was verified by doing the sensitivity analysis. As the number of simulations was increased, there was a significant % increase of the bearing capacity compared with discrete bearing capacity. The bearing capacity values obtained by simulation was found to follow a normal distribution. While using the traditional value of Factor of safety 3, the allowable bearing capacity had lower probability (0.03717) of occurring in the field compared to a higher probability (0.15866), while using the simulation derived factor of safety of 1.5. This means the traditional factor of safety is giving us bearing capacity that is less likely occurring/available in the field. This shows the subjective nature of factor of safety, and hence probability method is suggested to address the variability of the input parameters in bearing capacity equations. <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=factor%20of%20safety" title=" factor of safety"> factor of safety</a>, <a href="https://publications.waset.org/abstracts/search?q=isolated%20footing" title=" isolated footing"> isolated footing</a>, <a href="https://publications.waset.org/abstracts/search?q=montecarlo%20simulation" title=" montecarlo simulation"> montecarlo simulation</a> </p> <a href="https://publications.waset.org/abstracts/143681/probabilistic-analysis-of-bearing-capacity-of-isolated-footing-using-monte-carlo-simulation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/143681.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">1661</span> Influence of Footing Offset over Stability of Geosynthetic Reinforced Soil Abutments with Variable Facing under Lateral Excitation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ashutosh%20Verma">Ashutosh Verma</a>, <a href="https://publications.waset.org/abstracts/search?q=Satyendra%20MIttal"> Satyendra MIttal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The loss of strength at the facing-reinforcement interface brought on by the seasonal thermal expansion/contraction of the bridge deck has been responsible for several geosynthetic reinforced soil abutment failures over the years. This results in excessive settlement below the bridge seat, which results in bridge bumps along the approach road and shortens abutment's design life. There are surely a wide variety of facing configurations available to designers when choosing the sort of facade. These layouts can generally be categorised into three groups: continuous, full height rigid (FHR) and modular (panels/block). The current work aims to experimentally explore the behavior of these three facing categories using 1g physical model testing under serviceable cyclic lateral displacements. With configurable facing arrangements to represent these three facing categories, a field instrumented GRS abutment prototype was modelled into a N scaled down 1g physical model (N = 5) to reproduce field behavior. Peak earth pressure coefficient (K) on the facing and vertical settlement of the footing (s/B) for footing offset (x/H) as 0.1, 0.2, 0.3, 0.4 and 0.5 at 100 cycles have been measured for cyclic lateral displacement of top of facing at loading rate of 1mm/min. Three types of cyclic displacements have been carried out to replicate active condition (CA), passive condition (CP), and active-passive condition (CAP) for each footing offset. The results demonstrated that a significant decrease in the earth pressure over the facing occurs when footing offset increases. It is worth noticing that the highest rate of increment in earth pressure and footing settlement were observed for each facing configuration at the nearest footing offset. Interestingly, for the farthest footing offset, similar responses of each facing type were observed, which indicates that the upon reaching a critical offset point presumably beyond the active region in the backfill, the lateral responses become independent of the stresses from the external footing load. Evidently, the footing load complements the stresses developed due to lateral excitation resulting in significant footing settlements for nearer footing offsets. The modular facing proved inefficient in resisting footing settlement due to significant buckling along the depth of facing. Instead of relative displacement along the depth of facing, continuous facing rotates around the base when it fails, especially for nearer footing offset causing significant depressions in the backfill area surrounding the footing. FHR facing, on the other hand, have been successful in confining the stresses in the soil domain itself reducing the footing settlement. It may be suitably concluded that increasing the footing offset may render stability to the GRS abutment with any facing configuration even for higher cycles of excitation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=GRS%20abutments" title="GRS abutments">GRS abutments</a>, <a href="https://publications.waset.org/abstracts/search?q=1g%20physical%20model" title=" 1g physical model"> 1g physical model</a>, <a href="https://publications.waset.org/abstracts/search?q=footing%20offset" title=" footing offset"> footing offset</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20lateral%20displacement" title=" cyclic lateral displacement"> cyclic lateral displacement</a> </p> <a href="https://publications.waset.org/abstracts/167819/influence-of-footing-offset-over-stability-of-geosynthetic-reinforced-soil-abutments-with-variable-facing-under-lateral-excitation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/167819.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">82</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1660</span> Numerical Study of Modulus of Subgrade Reaction in Eccentrically Loaded Circular Footing Resting</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=Mohammad%20Hossein%20Zade"> Mohammad Hossein Zade</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This article is an attempt to present a numerically study of the behaviour of an eccentrically loaded circular footing resting on sand to determine &lrm;its ultimate bearing capacity. A surface circular footing of diameter 12 cm (D) was used as &lrm;shallow foundation. For this purpose, three dimensional models consist of foundation, and medium sandy soil was modelled by ABAQUS software. Bearing capacity of footing was evaluated and the &lrm;effects of the load eccentricity on bearing capacity, its settlement, and modulus of subgrade reaction were studied. Three different values of load eccentricity with equal space from inside the core on the core boundary and outside the core boundary, which were respectively e=0.75, 1.5, and 2.25 cm, were considered. The results show that by increasing the load eccentricity, the ultimate load and the &lrm;modulus of subgrade reaction decreased. <p class="card-text"><strong>Keywords:</strong> <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=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=eccentric%20loading" title=" eccentric loading"> eccentric loading</a>, <a href="https://publications.waset.org/abstracts/search?q=modulus%20of%20subgrade%20reaction" title=" modulus of subgrade reaction"> modulus of subgrade reaction</a> </p> <a href="https://publications.waset.org/abstracts/55883/numerical-study-of-modulus-of-subgrade-reaction-in-eccentrically-loaded-circular-footing-resting" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55883.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">346</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">1659</span> The Behavior of Polypropylene Fiber Reinforced Sand Loaded by Squair Footing</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dhiaadin%20Bahaadin%20Noory">Dhiaadin Bahaadin Noory</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This research involves the effect of both sizes of reinforced zone and the amount of polypropylene fiber reinforcement on the structural behavior of model-reinforced sand loaded by square footing. The ratio of the side of the square reinforced zone to the footing width (W/B) and the ratio of the square reinforced zone depth to footing width (H/B) has been varied from one to six and from one to three, respectively. The tests were carried out on a small-scale laboratory model in which uniform-graded sand was used as a fill material. It was placed in a highly dense state by hitting a thin wooden board placed on the sand surface with a hammer. The sand was reinforced with randomly oriented discrete fibrillated polypropylene fibers. The test results indicated a significant increase in the bearing capacity and stiffness of the subgrade and a modification of load–the settlement behavior of sand with the size of the reinforced zone and amount of fiber reinforcement. On the basis of the present test results, the optimal side width and depth of the reinforced zone were 4B and 2B, respectively, while the optimal percentage of fibers was 0.4%. <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=polypropylene%20fibers" title=" polypropylene fibers"> polypropylene fibers</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=stiffness" title=" stiffness"> stiffness</a>, <a href="https://publications.waset.org/abstracts/search?q=load%20settlement%20behavior" title=" load settlement behavior"> load settlement behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=relative%20density" title=" relative density"> relative density</a> </p> <a href="https://publications.waset.org/abstracts/183354/the-behavior-of-polypropylene-fiber-reinforced-sand-loaded-by-squair-footing" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/183354.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">64</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">1658</span> Evaluation of Stone Column Behavior Strengthened Circular Raft Footing under Static Load</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=B.%20Mohammadi-Haji"> B. Mohammadi-Haji</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Stone columns have been widely employing to improve the load-settlement characteristics of soft soils. The results of two small scale displacement control loading tests on stone columns were used in order to validate numerical finite element simulations. Additionally, a series of numerical calculations of static loading have been performed on strengthened raft footing to investigate the effects of using stone columns on bearing capacity of footings. The bearing capacity of single and group of stone columns under static loading compares with unimproved ground. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=circular%20raft%20footing" title="circular raft footing">circular raft footing</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20analysis" title=" numerical analysis"> numerical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=validation" title=" validation"> validation</a>, <a href="https://publications.waset.org/abstracts/search?q=vertically%20encased%20stone%20column" title=" vertically encased stone column"> vertically encased stone column</a> </p> <a href="https://publications.waset.org/abstracts/48311/evaluation-of-stone-column-behavior-strengthened-circular-raft-footing-under-static-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/48311.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">290</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">1657</span> Circular Raft Footings Strengthened by Stone Columns under Dynamic Harmonic Loads</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=A.%20Mahigir"> A. Mahigir</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Stone column technique has been successfully employed to improve the load-settlement characteristics of foundations. A series of finite element numerical analyses of harmonic dynamic loading have been conducted on strengthened raft footing to study the effects of single and group stone columns on settlement of circular footings. The settlement of circular raft footing that improved by single and group of stone columns are studied under harmonic dynamic loading. This loading is caused by heavy machinery foundations. A detailed numerical investigation on behavior of single column and group of stone columns is carried out by varying parameters like weight of machinery, loading frequency and period. The result implies that presence of single and group of stone columns enhanced dynamic behavior of the footing so that the maximum and residual settlement of footing significantly decreased.  <p class="card-text"><strong>Keywords:</strong> <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=harmonic%20loading" title=" harmonic loading"> harmonic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=stone%20column" title=" stone column"> stone column</a> </p> <a href="https://publications.waset.org/abstracts/78842/circular-raft-footings-strengthened-by-stone-columns-under-dynamic-harmonic-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/78842.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">371</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">1656</span> Displacement Fields in Footing-Sand Interactions under Cyclic Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20Joseph%20Antony">S. Joseph Antony</a>, <a href="https://publications.waset.org/abstracts/search?q=Z.%20K.%20Jahanger"> Z. K. Jahanger</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Soils are subjected to cyclic loading in situ in situations such as during earthquakes and in the compaction of pavements. Investigations on the local scale measurement of the displacements of the grain and failure patterns within the soil bed under the cyclic loading conditions are rather limited. In this paper, using the digital particle image velocimetry (DPIV), local scale displacement fields of a dense sand medium interacting with a rigid footing are measured under the plane-strain condition for two commonly used types of cyclic loading, and the quasi-static loading condition for the purposes of comparison. From the displacement measurements of the grains, the failure envelopes of the sand media are also presented. The results show that, the ultimate cyclic bearing capacity (qultcyc) occurred corresponding to a relatively higher settlement value when compared with that of under the quasi-static loading. For the sand media under the cyclic loading conditions considered here, the displacement fields in the soil media occurred more widely in the horizontal direction and less deeper along the vertical direction when compared with that of under the quasi-static loading. The 'dead zone' in the sand grains beneath the footing is identified for all types of the loading conditions studied here. These grain-scale characteristics have implications on the resulting bulk bearing capacity of the sand media in footing-sand interaction problems. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title="cyclic loading">cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=DPIV" title=" DPIV"> DPIV</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=soil-structure%20interactions" title=" soil-structure interactions"> soil-structure interactions</a>, <a href="https://publications.waset.org/abstracts/search?q=strip%20footing" title=" strip footing"> strip footing</a> </p> <a href="https://publications.waset.org/abstracts/99457/displacement-fields-in-footing-sand-interactions-under-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/99457.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">167</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">1655</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">1654</span> Investigation of Several Parameters on Local Scour around Inclined Dual Bridge Piers</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Murat%20%C3%87e%C5%9Fme">Murat Çeşme</a> </p> <p class="card-text"><strong>Abstract:</strong></p> For a bridge engineer to ensure a safe footing design, it is very important to estimate the maximum scour depth around the piers as accurately as possible. Many experimental studies have been performed by several investigators to obtain information about scouring mechanism. In order to examine the effect of inclination of dual bridge piers on scour depth under clear-water conditions for various uniform flow depths, an experimental research on scaled dual bridge piers has been carried over in METU Hydromechanics Lab. Dimensional and non-dimensional curves were developed and presented to show the variation of scour depth with respect to various parameters such as footing angle with the vertical, flow depth and footing dimensions. Results of the study were compared to those obtained from a similar study performed with single inclined piers to see the effect of the second pier on scour depths. Useful equations for the design engineers were developed based on multiple regression analyses to be used for predicting local scour depths around inclined piers in uniform and non-uniform sediments. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=experimental%20research" title="experimental research">experimental research</a>, <a href="https://publications.waset.org/abstracts/search?q=inclined%20dual%20bridge%20piers" title=" inclined dual bridge piers"> inclined dual bridge piers</a>, <a href="https://publications.waset.org/abstracts/search?q=footing%20safety" title=" footing safety"> footing safety</a>, <a href="https://publications.waset.org/abstracts/search?q=scour%20depth" title=" scour depth"> scour depth</a>, <a href="https://publications.waset.org/abstracts/search?q=clear%20water%20condition" title=" clear water condition"> clear water condition</a> </p> <a href="https://publications.waset.org/abstracts/120060/investigation-of-several-parameters-on-local-scour-around-inclined-dual-bridge-piers" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/120060.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">1653</span> Application of Particle Image Velocimetry in the Analysis of Scale Effects in Granular Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Zuhair%20Kadhim%20Jahanger">Zuhair Kadhim Jahanger</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Joseph%20Antony"> S. Joseph Antony</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The available studies in the literature which dealt with the scale effects of strip footings on different sand packing systematically still remain scarce. In this research, the variation of ultimate bearing capacity and deformation pattern of soil beneath strip footings of different widths under plane-strain condition on the surface of loose, medium-dense and dense sand have been systematically studied using experimental and noninvasive methods for measuring microscopic deformations. The presented analyses are based on model scale compression test analysed using Particle Image Velocimetry (PIV) technique. Upper bound analysis of the current study shows that the maximum vertical displacement of the sand under the ultimate load increases for an increase in the width of footing, but at a decreasing rate with relative density of sand, whereas the relative vertical displacement in the sand decreases for an increase in the width of the footing. A well agreement is observed between experimental results for different footing widths and relative densities. The experimental analyses have shown that there exists pronounced scale effect for strip surface footing. The bearing capacity factors <em>Nγ</em> rapidly decrease up to footing widths <em>B</em>=0.25 m, 0.35 m, and 0.65 m for loose, medium-dense and dense sand respectively, after that there is no significant decrease in <em>Nγ</em>. The deformation modes of the soil as well as the ultimate bearing capacity values have been affected by the footing widths. The obtained results could be used to improve settlement calculation of the foundation interacting with granular soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=DPIV" title="DPIV">DPIV</a>, <a href="https://publications.waset.org/abstracts/search?q=granular%20mechanics" title=" granular mechanics"> granular mechanics</a>, <a href="https://publications.waset.org/abstracts/search?q=scale%20effect" title=" scale effect"> scale effect</a>, <a href="https://publications.waset.org/abstracts/search?q=upper%20bound%20analysis" title=" upper bound analysis"> upper bound analysis</a> </p> <a href="https://publications.waset.org/abstracts/72946/application-of-particle-image-velocimetry-in-the-analysis-of-scale-effects-in-granular-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/72946.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">152</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">1652</span> Effect of Cavities on the Behaviour of Strip Footing Subjected to Inclined Load </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20A.%20Al-Jazaairry">Ali A. Al-Jazaairry</a>, <a href="https://publications.waset.org/abstracts/search?q=Tahsin%20T.%20Sabbagh"> Tahsin T. Sabbagh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> One of the important concerns within the field of geotechnical engineering is the presence of cavities in soils. This present work is an attempt to understand the behaviour of strip footing subjected to inclined load and constructed on cavitied soil. The failure mechanism of strip footing located above such soils was studied analytically. The capability of analytical model to correctly expect the system behaviour is assessed by carrying out verification analysis on available studies. The study was prepared by finite element software (PLAXIS) in which an elastic-perfectly plastic soil model was used. It was indicated, from the results of the study, that the load carrying capacity of foundation constructed on cavity can be analysed well using such analysis. The research covered many foundation cases, and in each foundation case, there occurs a critical depth under which the presence of cavities has shown minimum impact on the foundation performance. When cavities are found above this critical depth, the load carrying capacity of the foundation differs with many influences, such as the location and size of the cavity and footing depth. Figures involving the load carrying capacity with the affecting factors studied are presented. These figures offer information beneficial for the design of strip footings rested on underground cavities. Moreover, the results might be used to design a shallow foundation constructed on cavitied soil, whereas the obtained failure mechanisms may be employed to improve numerical solutions for this kind of problems. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=axial%20load" title="axial load">axial load</a>, <a href="https://publications.waset.org/abstracts/search?q=cavity" title=" cavity"> cavity</a>, <a href="https://publications.waset.org/abstracts/search?q=inclined%20load" title=" inclined load"> inclined load</a>, <a href="https://publications.waset.org/abstracts/search?q=strip%20footing" title=" strip footing"> strip footing</a> </p> <a href="https://publications.waset.org/abstracts/58427/effect-of-cavities-on-the-behaviour-of-strip-footing-subjected-to-inclined-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/58427.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">255</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">1651</span> Behaviour of Model Square Footing Resting on Three Dimensional Geogrid Reinforced Sand Bed</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Femy%20M.%20Makkar">Femy M. Makkar</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Chandrakaran"> S. Chandrakaran</a>, <a href="https://publications.waset.org/abstracts/search?q=N.%20Sankar"> N. Sankar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The concept of reinforced earth has been used in the field of geotechnical engineering since 1960s, for many applications such as, construction of road and rail embankments, pavements, retaining walls, shallow foundations, soft ground improvement and so on. Conventionally, planar geosynthetic materials such as geotextiles and geogrids were used as the reinforcing elements. Recently, the use of three dimensional reinforcements becomes one of the emerging trends in this field. So, in the present investigation, three dimensional geogrid is proposed as a reinforcing material. Laboratory scaled plate load tests are conducted on a model square footing resting on 3D geogrid reinforced sand bed. The performance of 3D geogrids in triangular and square pattern was compared with conventional geogrids and the improvement in bearing capacity and reduction in settlement and heave are evaluated. When single layer of reinforcement was placed at an optimum depth of 0.25B from the bottom of the footing, the bearing capacity of conventional geogrid reinforced soil improved by 1.85 times compared to unreinforced soil, where as 3D geogrid reinforced soil with triangular pattern and square pattern shows 2.69 and 3.05 times improvement respectively compared to unreinforced soil. Also, 3D geogrids performs better than conventional geogrids in reducing the settlement and heave of sand bed around the model footing. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=3D%20reinforcing%20elements" title="3D reinforcing elements">3D reinforcing elements</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=heavy" title=" heavy"> heavy</a>, <a href="https://publications.waset.org/abstracts/search?q=settlement" title=" settlement"> settlement</a> </p> <a href="https://publications.waset.org/abstracts/53538/behaviour-of-model-square-footing-resting-on-three-dimensional-geogrid-reinforced-sand-bed" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/53538.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">302</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">1650</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">1649</span> Influence Zone of Strip Footing on Untreated and Cement Treated Sand Mat Underlain by Soft Clay (2nd reviewed)</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sharifullah%20Ahmed">Sharifullah Ahmed</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shallow foundation on soft soils without ground improvement can represent a high level of settlement. In such a case, an alternative to pile foundations may be shallow strip footings placed on a soil system in which the upper layer is untreated or cement-treated compacted sand to limit the settlement within a permissible level. This research work deals with a rigid plane-strain strip footing of 2.5m width placed on a soil consisting of untreated or cement treated sand layer underlain by homogeneous soft clay. Both the thin and thick compared the footing width was considered. The soft inorganic cohesive NC clay layer is considered undrained for plastic loading stages and drained in consolidation stages, and the sand layer is drained in all loading stages. FEM analysis was done using PLAXIS 2D Version 8.0 with a model consisting of clay deposits of 15m thickness and 18m width. The soft clay layer was modeled using the Hardening Soil Model, Soft Soil Model, Soft Soil Creep model, and the upper improvement layer was modeled using only the Hardening Soil Model. The system is considered fully saturated. The value of natural void ratio 1.2 is used. Total displacement fields of strip footing and subsoil layers in the case of Untreated and Cement treated Sand as Upper layer are presented. For Hi/B =0.6 or above, the distribution of major deformation within an upper layer and the influence zone of footing is limited in an upper layer which indicates the complete effectiveness of the upper layer in bearing the foundation effectively in case of the untreated upper layer. For Hi/B =0.3 or above, the distribution of major deformation occurred within an upper layer, and the function of footing is limited in the upper layer. This indicates the complete effectiveness of the cement-treated upper layer. Brittle behavior of cemented sand and fracture or cracks is not considered in this analysis. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=displacement" title="displacement">displacement</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20improvement" title=" ground improvement"> ground improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=influence%20depth" title=" influence depth"> influence depth</a>, <a href="https://publications.waset.org/abstracts/search?q=PLAXIS%202D" title=" PLAXIS 2D"> PLAXIS 2D</a>, <a href="https://publications.waset.org/abstracts/search?q=primary%20and%20secondary%20settlement" title=" primary and secondary settlement"> primary and secondary settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=sand%20mat" title=" sand mat"> sand mat</a>, <a href="https://publications.waset.org/abstracts/search?q=soft%20clay" title=" soft clay"> soft clay</a> </p> <a href="https://publications.waset.org/abstracts/149870/influence-zone-of-strip-footing-on-untreated-and-cement-treated-sand-mat-underlain-by-soft-clay-2nd-reviewed" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/149870.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">93</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">1648</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">1647</span> Circular Raft Footings Strengthened by Stone Columns under Static Loads</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=B.%20Mohammadi-Haji"> B. Mohammadi-Haji</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Stone columns have been widely employed to improve the load-settlement characteristics of soft soils. The results of two small scale displacement control loading tests on stone columns were used in order to validate numerical finite element simulations. Additionally, a series of numerical calculations of static loading have been performed on strengthened raft footing to investigate the effects of using stone columns on bearing capacity of footings. The bearing capacity of single and group of stone columns under static loading compares with unimproved ground. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=circular%20raft%20footing" title="circular raft footing">circular raft footing</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20analysis" title=" numerical analysis"> numerical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=validation" title=" validation"> validation</a>, <a href="https://publications.waset.org/abstracts/search?q=vertically%20encased%20stone%20column" title=" vertically encased stone column"> vertically encased stone column</a> </p> <a href="https://publications.waset.org/abstracts/43844/circular-raft-footings-strengthened-by-stone-columns-under-static-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/43844.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">310</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">1646</span> Geotechnical Design of Bridge Foundations and Approaches in Hilly Granite Formation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Q.%20J.%20Yang">Q. J. Yang</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents a case study of geotechnical design of bridge foundations and approaches in hilly granite formation in northern New South Wales of Australia. Firstly, the geological formation and existing cut slope conditions which have high risks of rock fall will be described. The bridge has three spans to be constructed using balanced cantilever method with a middle span of 150 m. After concept design option engineering, it was decided to change from pile foundation to pad footing with ground anchor system to optimize the bridge foundation design. The geotechnical design parameters were derived after two staged site investigations. The foundation design was carried out to satisfy both serviceability limit state and ultimate limit state during construction and in operation. It was found that the pad footing design was governed by serviceability limit state design loading cases. The design of bridge foundation also considered presence of weak rock layer intrusion and a layer of “no core” to ensure foundation stability. The precast mass concrete block system was considered for the retaining walls for the bridge approaches to resolve the constructability issue over hilly terrain. The design considered the retaining wall block sliding stability, while the overturning and internal stabilities are satisfied. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=pad%20footing" title="pad footing">pad footing</a>, <a href="https://publications.waset.org/abstracts/search?q=Hilly%20formation" title=" Hilly formation"> Hilly formation</a>, <a href="https://publications.waset.org/abstracts/search?q=stability" title=" stability"> stability</a>, <a href="https://publications.waset.org/abstracts/search?q=block%20works" title=" block works"> block works</a> </p> <a href="https://publications.waset.org/abstracts/66058/geotechnical-design-of-bridge-foundations-and-approaches-in-hilly-granite-formation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/66058.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">332</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">1645</span> Influence of Intermediate Principal Stress on Solution of Planar Stability Problems</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Jahanandish">M. Jahanandish</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20B.%20Zeydabadinejad"> M. B. Zeydabadinejad</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, von Mises and Drucker-Prager yield criteria, as typical ones that consider the effect of intermediate principal stress σ2, have been selected and employed for investigating the influence of σ2 on the solution of a typical stability problem. The bearing capacity factors have been calculated under plane strain condition (strip footing) and axisymmetric condition (circular footing) using the method of stress characteristics together with the criteria mentioned. Different levels of σ2 relative to the other two principal stresses have been considered. While a higher σ2 entry in yield criterion gives a higher bearing capacity; its entry in equilibrium equations (axisymmetric) causes substantial reduction. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=intermediate%20principal%20stress" title="intermediate principal stress">intermediate principal stress</a>, <a href="https://publications.waset.org/abstracts/search?q=plane%20strain" title=" plane strain"> plane strain</a>, <a href="https://publications.waset.org/abstracts/search?q=axisymmetric" title=" axisymmetric"> axisymmetric</a>, <a href="https://publications.waset.org/abstracts/search?q=yield%20criteria" title=" yield criteria"> yield criteria</a> </p> <a href="https://publications.waset.org/abstracts/33903/influence-of-intermediate-principal-stress-on-solution-of-planar-stability-problems" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/33903.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">462</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">1644</span> Design Charts for Strip Footing on Untreated and Cement Treated Sand Mat over Underlying Natural Soft Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sharifullah%20Ahmed">Sharifullah Ahmed</a>, <a href="https://publications.waset.org/abstracts/search?q=Sarwar%20Jahan%20Md.%20Yasin"> Sarwar Jahan Md. Yasin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shallow foundations on unimproved soft natural soils can undergo a high consolidation and secondary settlement. For low and medium rise building projects on such soil condition, pile foundation may not be cost effective. In such cases an alternative to pile foundations may be shallow strip footings placed on a double layered improved soil system soil. The upper layer of this system is untreated or cement treated compacted sand and underlying layer is natural soft clay. This system will reduce the settlement to an allowable limit. The current research has been conducted with the settlement of a rigid plane-strain strip footing of 2.5 m width placed on the surface of a soil consisting of an untreated or cement treated sand layer overlying a bed of homogeneous soft clay. The settlement of the mentioned shallow foundation has been studied considering both cases with the thicknesses of the sand layer are 0.3 to 0.9 times the width of footing. The response of the clay layer is assumed as undrained for plastic loading stages and drained during consolidation stages. The response of the sand layer is drained during all loading stages. FEM analysis was done using PLAXIS 2D Version 8.0. A natural clay deposit of 15 m thickness and 18 m width has been modeled using Hardening Soil Model, Soft Soil Model, Soft Soil Creep Model, and upper improvement layer has been modeled using only Hardening Soil Model. The groundwater level is at the top level of the clay deposit that made the system fully saturated. Parametric study has been conducted to determine the effect of thickness, density, cementation of the sand mat and density, shear strength of the soft clay layer on the settlement of strip foundation under the uniformly distributed vertical load of varying value. A set of the chart has been established for designing shallow strip footing on the sand mat over thick, soft clay deposit through obtaining the particular thickness of sand mat for particular subsoil parameter to ensure no punching shear failure and no settlement beyond allowable level. Design guideline in the form of non-dimensional charts has been developed for footing pressure equivalent to medium-rise residential or commercial building foundation with strip footing on soft inorganic Normally Consolidated (NC) soil of Bangladesh having void ratio from 1.0 to 1.45. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=design%20charts" title="design charts">design charts</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20improvement" title=" ground improvement"> ground improvement</a>, <a href="https://publications.waset.org/abstracts/search?q=PLAXIS%202D" title=" PLAXIS 2D"> PLAXIS 2D</a>, <a href="https://publications.waset.org/abstracts/search?q=primary%20and%20secondary%20settlement" title=" primary and secondary settlement"> primary and secondary settlement</a>, <a href="https://publications.waset.org/abstracts/search?q=sand%20mat" title=" sand mat"> sand mat</a>, <a href="https://publications.waset.org/abstracts/search?q=soft%20clay" title=" soft clay"> soft clay</a> </p> <a href="https://publications.waset.org/abstracts/130462/design-charts-for-strip-footing-on-untreated-and-cement-treated-sand-mat-over-underlying-natural-soft-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/130462.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">123</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">1643</span> Recent Advances of Isolated Microspore Culture Response in Durum Wheat</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Zelikha%20Labbani">Zelikha Labbani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Many biotechnology methods have been used in plant breeding programs. The in vitro isolated microspore culture is the one of these methods. For durum wheat, the use of this technology has been limited for a long time due to the low number of embryos produced and also most regeneration plants are albina. The objective of this paper is to show that using isolated microspores culture on durum wheat is possible due to the development of the new methods using the new pretreatment of the microspores before their isolation and cultivation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=isolated%20microspore%20culture" title="isolated microspore culture">isolated microspore culture</a>, <a href="https://publications.waset.org/abstracts/search?q=pretreatments" title=" pretreatments"> pretreatments</a>, <a href="https://publications.waset.org/abstracts/search?q=in%20vitro%20embryogenesis" title=" in vitro embryogenesis"> in vitro embryogenesis</a>, <a href="https://publications.waset.org/abstracts/search?q=plant%20breeding%20program" title=" plant breeding program "> plant breeding program </a> </p> <a href="https://publications.waset.org/abstracts/18413/recent-advances-of-isolated-microspore-culture-response-in-durum-wheat" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/18413.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">532</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">1642</span> A Numerical Study of Seismic Effects on Slope Stability Using Node-Based Smooth Finite Element Method</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20C.%20Nguyen">H. C. Nguyen</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This contribution considers seismic effects on the stability of slope and footing resting on a slope. The seismic force is simply treated as static inertial force through the values of acceleration factor. All domains are assumed to be plasticity deformations approximated using node-based smoothed finite element method (NS-FEM). The failure mechanism and safety factor were then explored using numerical procedure based on upper bound approach in which optimization problem was formed as second order cone programming (SOCP). The data obtained confirm that upper bound procedure using NS-FEM and SOCP can give stable and rapid convergence results of seismic stability factors. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=upper%20bound%20analysis" title="upper bound analysis">upper bound analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=safety%20factor" title=" safety factor"> safety factor</a>, <a href="https://publications.waset.org/abstracts/search?q=slope%20stability" title=" slope stability"> slope stability</a>, <a href="https://publications.waset.org/abstracts/search?q=footing%20resting%20on%20slope" title=" footing resting on slope"> footing resting on slope</a> </p> <a href="https://publications.waset.org/abstracts/98523/a-numerical-study-of-seismic-effects-on-slope-stability-using-node-based-smooth-finite-element-method" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/98523.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">117</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">1641</span> Improving Tower Grounding and Insulation Level vs. Line Surge Arresters for Protection of Subtransmission Lines</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Navid%20Eghtedarpour">Navid Eghtedarpour</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Reza%20Hasani"> Mohammad Reza Hasani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Since renewable wind power plants are usually installed in mountain regions and high-level lands, they are often prone to lightning strikes and their hazardous effects. Although the transmission line is protected using guard wires in order to prevent the lightning surges to strike the phase conductors, the back-flashover may also occur due to tower footing resistance. A combination of back-flashover corrective methods, tower-footing resistance reduction, insulation level improvement, and line arrester installation, are analyzed in this paper for back-flashover rate reduction of a double-circuit 63 kV line in the south region of Fars province. The line crosses a mountain region in some sections with a moderate keraunic level, whereas tower-footing resistance is substantially high at some towers. Consequently, an exceptionally high back-flashover rate is recorded. A new method for insulation improvement is studied and employed in the current study. The method consists of using a composite-type creepage extender in the string. The effectiveness of this method for insulation improvement of the string is evaluated through the experimental test. Simulation results besides monitoring the one-year operation of the 63-kV line show that due to technical, practical, and economic restrictions in operated sub-transmission lines, a combination of corrective methods can lead to an effective solution for the protection of transmission lines against lightning. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lightning%20protection" title="lightning protection">lightning protection</a>, <a href="https://publications.waset.org/abstracts/search?q=BF%20rate" title=" BF rate"> BF rate</a>, <a href="https://publications.waset.org/abstracts/search?q=grounding%20system" title=" grounding system"> grounding system</a>, <a href="https://publications.waset.org/abstracts/search?q=insulation%20level" title=" insulation level"> insulation level</a>, <a href="https://publications.waset.org/abstracts/search?q=line%20surge%20arrester" title=" line surge arrester"> line surge arrester</a> </p> <a href="https://publications.waset.org/abstracts/149874/improving-tower-grounding-and-insulation-level-vs-line-surge-arresters-for-protection-of-subtransmission-lines" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/149874.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">1640</span> Hybrid SVM/DBN Model for Arabic Isolated Words Recognition</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Elyes%20Zarrouk">Elyes Zarrouk</a>, <a href="https://publications.waset.org/abstracts/search?q=Yassine%20Benayed"> Yassine Benayed</a>, <a href="https://publications.waset.org/abstracts/search?q=Faiez%20Gargouri"> Faiez Gargouri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents a new hybrid model for isolated Arabic words recognition. To do this, we apply Support Vectors Machine (SVM) as an estimator of posterior probabilities within the Dynamic Bayesian networks (DBN). This paper deals a comparative study between DBN and SVM/DBN systems for multi-dialect isolated Arabic words. Performance using SVM/DBN is found to exceed that of DBNs trained on an identical task, giving higher recognition accuracy for four different Arabic dialects. In fact, the average of recognition rates for the four dialects with SVM/DBN was 87.67% while 83.01% with DBN. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20Bayesian%20networks" title="dynamic Bayesian networks">dynamic Bayesian networks</a>, <a href="https://publications.waset.org/abstracts/search?q=hybrid%20models" title=" hybrid models"> hybrid models</a>, <a href="https://publications.waset.org/abstracts/search?q=supports%20vectors%20machine" title=" supports vectors machine"> supports vectors machine</a>, <a href="https://publications.waset.org/abstracts/search?q=Arabic%20isolated%20words" title=" Arabic isolated words"> Arabic isolated words</a> </p> <a href="https://publications.waset.org/abstracts/22878/hybrid-svmdbn-model-for-arabic-isolated-words-recognition" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22878.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">560</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">1639</span> Chemical Constituents of Silene Arenarioides Desf</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Haba%20Hamada">Haba Hamada</a>, <a href="https://publications.waset.org/abstracts/search?q=Lavaud%20Cathrine"> Lavaud Cathrine</a>, <a href="https://publications.waset.org/abstracts/search?q=Benkhaled%20Mohammed"> Benkhaled Mohammed </a> </p> <p class="card-text"><strong>Abstract:</strong></p> The Silene genus is the most representative of the caryophyllaceae family for their rich content in secondary metabolites; saponins, flavonoids and flavonoids glycosides, phytoecdysones, oligosaccharides have been isolated and identified. The Silene genus represented by about 700 species in the temrerate region of the word, the main concentration of spcies is Europe, Asia and North Africa. Three known compounds 1-3 were isolated from the aerial parts of Silene arenarioides Desf. by using different chromatographic methods. The structures of the isolated compounds were determined as stigmasterolglycoside, Soyacerebroside, maltol glycoside. The structures of the isolated compounds were determined by using the NMR (1H-NMR, 13C-NMR, COSY, HSQC, and HMBC) techniques and mass spectroscopy. The antimicrobial and antioxydant activities of the different extracts and compound have been reported. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=caryophyllaceae" title="caryophyllaceae">caryophyllaceae</a>, <a href="https://publications.waset.org/abstracts/search?q=flavonoids" title=" flavonoids"> flavonoids</a>, <a href="https://publications.waset.org/abstracts/search?q=saponosids" title=" saponosids"> saponosids</a>, <a href="https://publications.waset.org/abstracts/search?q=flavonoids%20glycosides" title=" flavonoids glycosides"> flavonoids glycosides</a> </p> <a href="https://publications.waset.org/abstracts/17373/chemical-constituents-of-silene-arenarioides-desf" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/17373.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">403</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">1638</span> Behavior of GRS Abutment Facing under Variable Cycles of Lateral Excitation through Physical Model Tests</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ashutosh%20Verma">Ashutosh Verma</a>, <a href="https://publications.waset.org/abstracts/search?q=Satyendra%20Mittal"> Satyendra Mittal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Numerous geosynthetic reinforced soil (GRS) abutment failures over the years have been attributed to the loss of strength at the facing-reinforcement interface due to seasonal thermal expansion/contraction of the bridge deck. This causes excessive settlement below the bridge seat, causing bridge bumps along the approach road which reduces the design life of any abutment. Before designers while choosing the type of facing, a broad range of facing configurations are undoubtedly available. Generally speaking, these configurations can be divided into three groups: modular (panels/block), continuous, and full height rigid (FHR). The purpose of the current study is to use 1g physical model tests under serviceable cyclic lateral displacements to experimentally investigate the behaviour of these three facing classifications. To simulate field behaviour, a field instrumented GRS abutment prototype was modeled into a N scaled down 1g physical model (N = 5) with adjustable facing arrangements to represent these three facing classifications. For cyclic lateral displacement (d/H) of top facing at loading rate of 1mm/min, the peak earth pressure coefficient (K) on the facing and vertical settlement of the footing (s/B) at 25, 50, 75 and 100 cycles have been measured. For a constant footing offset of x/H = 0.1, three forms of cyclic displacements have been performed to simulate active condition (CA), passive condition (CP), and active-passive condition (CAP). The findings showed that when reinforcements are integrated into the wall along with presence of gravel gabions i.e. FHR design, a rather substantial earth pressure occurs over the facing. Despite this, the FHR facing's continuous nature works in conjunction with the reinforcements' membrane resilience to reduce footing settlement. On the other hand, the pressure over the wall is released upon lateral excitation by the relative displacement between the panels in modular facing reducing the connection strength at the interface and leading to greater settlements below footing. On the contrary, continuous facing do not exhibit relative displacement along the depth of facing rather fails through rotation about the base, which extends the zone of active failure in the backfill leading to large depressions in the backfill region around the bridge seat. Conservatively, FHR facing shows relatively stable responses under lateral cyclic excitations as compared to modular or continuous type of abutment facing. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=GRS%20abutments" title="GRS abutments">GRS abutments</a>, <a href="https://publications.waset.org/abstracts/search?q=1g%20physical%20model" title=" 1g physical model"> 1g physical model</a>, <a href="https://publications.waset.org/abstracts/search?q=full%20height%20rigid" title=" full height rigid"> full height rigid</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20lateral%20displacement" title=" cyclic lateral displacement"> cyclic lateral displacement</a> </p> <a href="https://publications.waset.org/abstracts/167801/behavior-of-grs-abutment-facing-under-variable-cycles-of-lateral-excitation-through-physical-model-tests" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/167801.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">83</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=isolated%20footing&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=isolated%20footing&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=isolated%20footing&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=isolated%20footing&page=5">5</a></li> <li class="page-item"><a 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