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shear strength</title> <meta name="description" content="Search results for: undrained shear strength"> <meta name="keywords" content="undrained shear strength"> <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 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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="undrained shear strength"> <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> 4652</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: undrained shear strength</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4652</span> Shear Strength of Unsaturated Clayey Soils Using Laboratory Vane Shear Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Reza%20Ziaie%20Moayed">Reza Ziaie Moayed</a>, <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abdolhassan%20Naeini"> Seyed Abdolhassan Naeini</a>, <a href="https://publications.waset.org/abstracts/search?q=Peyman%20Nouri"> Peyman Nouri</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamed%20Yekehdehghan"> Hamed Yekehdehghan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The shear strength of soils is a significant parameter in the design of clay structures, depots, clay gables, and freeways. Most research has addressed the shear strength of saturated soils. However, soils can become partially saturated with changes in weather, changes in groundwater levels, and the absorption of water by plant roots. Hence, it is necessary to study the strength behavior of partially saturated soils. The shear vane test is an experiment that determines the undrained shear strength of clay soils. This test may be performed in the laboratory or at the site. The present research investigates the effect of liquidity index (LI), plasticity index (PI), and saturation degree of the soil on its undrained shear strength obtained from the shear vane test. According to the results, an increase in the LI and a decrease in the PL of the soil decrease its undrained shear strength. Furthermore, studies show that a rise in the degree of saturation decreases the shear strength obtained from the shear vane test. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=liquidity%20index" title="liquidity index">liquidity index</a>, <a href="https://publications.waset.org/abstracts/search?q=plasticity%20index" title=" plasticity index"> plasticity index</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=unsaturated%20soil" title=" unsaturated soil"> unsaturated soil</a> </p> <a href="https://publications.waset.org/abstracts/147252/shear-strength-of-unsaturated-clayey-soils-using-laboratory-vane-shear-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/147252.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">135</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4651</span> Developing a New Relationship between Undrained Shear Strength and Over-Consolidation Ratio</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Wael%20M%20Albadri">Wael M Albadri</a>, <a href="https://publications.waset.org/abstracts/search?q=Hassnen%20M%20Jafer"> Hassnen M Jafer</a>, <a href="https://publications.waset.org/abstracts/search?q=Ehab%20H%20Sfoog"> Ehab H Sfoog</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Relationship between undrained shear strength (Su) and over consolidation ratio (OCR) of clay soil (marine clay) is very important in the field of geotechnical engineering to estimate the settlement behaviour of clay and to prepare a small scale physical modelling test. In this study, a relationship between shear strength and OCR parameters was determined using the laboratory vane shear apparatus and the fully automatic consolidated apparatus. The main objective was to establish non-linear correlation formula between shear strength and OCR and comparing it with previous studies. Therefore, in order to achieve this objective, three points were chosen to obtain 18 undisturbed samples which were collected with an increasing depth of 1.0 m to 3.5 m each 0.5 m. Clay samples were prepared under undrained condition for both tests. It was found that the OCR and shear strength are inversely proportional at similar depth and at same undrained conditions. However, a good correlation was obtained from the relationships where the R2 values were very close to 1.0 using polynomial equations. The comparison between the experimental result and previous equation from other researchers produced a non-linear correlation which has a similar pattern with this study. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title="shear strength">shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=over-consolidation%20ratio" title=" over-consolidation ratio"> over-consolidation ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=vane%20shear%20test" title=" vane shear test"> vane shear test</a>, <a href="https://publications.waset.org/abstracts/search?q=clayey%20soil" title=" clayey soil"> clayey soil</a> </p> <a href="https://publications.waset.org/abstracts/55043/developing-a-new-relationship-between-undrained-shear-strength-and-over-consolidation-ratio" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/55043.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">282</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">4650</span> Correlation between the Undrained Shear Strength of Clay of the Champlain Sea as Determined by the Vane Test and the Swedish Cone</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tahar%20Ayadat">Tahar Ayadat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The undrained shear strength is an essential parameter for determining the consistency and the ultimate bearing capacity of a clay layer. The undrained shear strength can be determined by field tests such as the in situ vane test or in laboratory, including hand vane test, triaxial, simple compression test, and the consistency penetrometer (i.e. Swedish cone). However, the field vane test and the Swedish cone are the most commonly used tests by geotechnical experts. In this technical note, a comparison between the shear strength results obtained by the in situ vane test and the cone penetration test (Swedish cone) was conducted. A correlation between the results of these two tests, concerning the undrained shear strength of the Champlain sea clay, has been developed. Moreover, some applications of the proposed correlation on some geotechnical problems have been included, such as the determination of the consistency and the bearing capacity of a clay layer. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=correlation" title="correlation">correlation</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=clay" title=" clay"> clay</a>, <a href="https://publications.waset.org/abstracts/search?q=vane%20test" title=" vane test"> vane test</a>, <a href="https://publications.waset.org/abstracts/search?q=Swedish%20cone" title=" Swedish cone"> Swedish cone</a> </p> <a href="https://publications.waset.org/abstracts/59650/correlation-between-the-undrained-shear-strength-of-clay-of-the-champlain-sea-as-determined-by-the-vane-test-and-the-swedish-cone" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/59650.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">394</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">4649</span> Effect of Plastic Fines on Undrained Behavior of Clayey Sands</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Saeed%20Talamkhani">Saeed Talamkhani</a>, <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Abolhassan%20Naeini"> Seyed Abolhassan Naeini</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In recent years, the occurrence of several liquefactions in sandy soils containing various values of clay content has shown that in addition to silty sands, clayey sands are also susceptible to liquefaction. Therefore, it is necessary to investigate the properties of these soil compositions and their behavioral characteristics. This paper presents the effect of clay fines on the undrained shear strength of sands at various confining pressures. For this purpose, a series of unconsolidated undrained triaxial shear tests were carried out on clean sand and sand mixed with 5, 10, 15, 20, and 30 percent of clay fines. It was found that the presence of clay particle in sandy specimens change the dilative behavior to contraction. The result also showed that increasing the clay fines up to 10 percent causes to increase the potential for liquefaction, and decreases it at higher values fine content. These results reveal the important role of clay particles in changing the undrained strength of the sandy soil. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=clayey%20sand" title="clayey sand">clayey sand</a>, <a href="https://publications.waset.org/abstracts/search?q=liquefaction" title=" liquefaction"> liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained%20shear%20strength" title=" undrained shear strength "> undrained shear strength </a> </p> <a href="https://publications.waset.org/abstracts/93873/effect-of-plastic-fines-on-undrained-behavior-of-clayey-sands" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/93873.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">196</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">4648</span> Immediate and Long-Term Effect of the Sawdust Usage on Shear Strength of the Clayey Silt Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dogan%20Cetin">Dogan Cetin</a>, <a href="https://publications.waset.org/abstracts/search?q=Omar%20Hamdi%20Jasim"> Omar Hamdi Jasim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Using some additives is very common method to improve the soil properties such as shear strength, bearing capacity; and to reduce the settlement and lateral deformation. Soil reinforcement with natural materials is an attractive method to improve the soil properties because of their low cost. However, the studies conducted by using natural additive are very limited. This paper presents the results of an investigation on the immediate and long-term effects of the sawdust on the shear strength behavior of a clayey silt soil obtained in Arnavutkoy in Istanbul with sawdust. Firstly, compaction tests were conducted to be able to optimum moisture content for every percentage of sawdust. The samples were obtained from compacted soil at optimum moisture content. UU Triaxial Tests were conducted to evaluate the response of randomly distributed sawdust on the strength of low plasticity clayey silt soil. The specimens were tested with 1%, 2% and 3% content of sawdust. It was found that the undrained shear strength of clay soil with 1%, 2% and 3% sawdust were increased respectively 4.65%, 27.9% and 39.5% higher than the soil without additive. At 5%, shear strength of clay soil decreased by 3.8%. After 90 days cure period, the shear strength of the soil with 1%, 2%, 3% and %5 increased respectively 251%, 302%, 260% and 153%. It can be said that the effect of the sawdust usage has a remarkable effect on the undrained shear strength of the soil. Besides the increasing undrained shear strength, it was also found that the sawdust decreases the liquid limit, plastic limit and plasticity index by 5.5%, 2.9 and 10.9% respectively. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compaction%20test" title="compaction test">compaction test</a>, <a href="https://publications.waset.org/abstracts/search?q=sawdust" title=" sawdust"> sawdust</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=UU%20Triaxial%20Test" title=" UU Triaxial Test"> UU Triaxial Test</a> </p> <a href="https://publications.waset.org/abstracts/61946/immediate-and-long-term-effect-of-the-sawdust-usage-on-shear-strength-of-the-clayey-silt-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/61946.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">354</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">4647</span> Effect of Compaction and Degree of Saturation on the Unconsolidated Undrained Shear Strength of Sandy Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Fatima%20Mehmood">Fatima Mehmood</a>, <a href="https://publications.waset.org/abstracts/search?q=Khalid%20Farooq"> Khalid Farooq</a>, <a href="https://publications.waset.org/abstracts/search?q=Rabeea%20Bakhtawer"> Rabeea Bakhtawer</a> </p> <p class="card-text"><strong>Abstract:</strong></p> For geotechnical engineers, one of the most important properties of soil to consider in various stability analyses is its shear strength which is governed by a number of factors. The objective of this research is to ascertain the effect of compaction and degree of saturation on the shear strength of fine-grained soil. For this purpose, three different dry densities such as in-situ, maximum standard proctor, and maximum modified proctor, were determined for the sandy clay soil. The soil samples were then prepared to keep dry density constant and varying degrees of saturation. These samples were tested for (UU) unconsolidated undrained shear strength in triaxial compression tests. The decrease in shear strength was observed with the decrease in density and increase in the saturation. The values of the angle of internal friction followed the same trend. However, the change in cohesion with the increase in saturation showed a different behavior, analogous to the compaction curve. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=compaction" title="compaction">compaction</a>, <a href="https://publications.waset.org/abstracts/search?q=degree%20of%20saturation" title=" degree of saturation"> degree of saturation</a>, <a href="https://publications.waset.org/abstracts/search?q=dry%20density" title=" dry density"> dry density</a>, <a href="https://publications.waset.org/abstracts/search?q=geotechnical%20investigation" title=" geotechnical investigation"> geotechnical investigation</a>, <a href="https://publications.waset.org/abstracts/search?q=laboratory%20testing" title=" laboratory testing"> laboratory testing</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/112365/effect-of-compaction-and-degree-of-saturation-on-the-unconsolidated-undrained-shear-strength-of-sandy-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/112365.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">137</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4646</span> Influence of Thermal History on the Undrained Shear Strength of the Bentonite-Sand Mixture</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=K.%20Ravi">K. Ravi</a>, <a href="https://publications.waset.org/abstracts/search?q=Sabu%20Subhash"> Sabu Subhash</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Densely compacted bentonite or bentonite–sand mixture has been identified as a suitable buffer in the deep geological repository (DGR) for the safe disposal of high-level nuclear waste (HLW) due to its favourable physicochemical and hydro-mechanical properties. The addition of sand to the bentonite enhances the thermal conductivity and compaction properties and reduces the drying shrinkage of the buffer material. The buffer material may undergo cyclic wetting and drying upon ingress of groundwater from the surrounding rock mass and from evaporation due to high temperature (50–210 °C) derived from the waste canister. The cycles of changes in temperature may result in thermal history, and the hydro-mechanical properties of the buffer material may be affected. This paper examines the influence of thermal history on the undrained shear strength of bentonite and bentonite-sand mixture. Bentonite from Rajasthan state and sand from the Assam state of India are used in this study. The undrained shear strength values are obtained by conducting unconfined compressive strength (UCS) tests on cylindrical specimens (dry densities 1.30 and 1.5 Mg/m3) of bentonite and bentonite-sand mixture consisting of 30 % bentonite+ 70 % sand. The specimens are preheated at temperatures varying from 50-150 °C for one, two and four hours in hot air oven. The results indicate that the undrained shear strength is increased by the thermal history of the buffer material. The specimens of bentonite-sand mixture exhibited more increase in strength compared to the pure bentonite specimens. This indicates that the sand content of the mixture plays a vital role in taking the thermal stresses of the bentonite buffer in DGR conditions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bentonite" title="bentonite">bentonite</a>, <a href="https://publications.waset.org/abstracts/search?q=deep%20geological%20repository" title=" deep geological repository"> deep geological repository</a>, <a href="https://publications.waset.org/abstracts/search?q=thermal%20history" title=" thermal history"> thermal history</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained%20shear%20strength" title=" undrained shear strength"> undrained shear strength</a> </p> <a href="https://publications.waset.org/abstracts/65498/influence-of-thermal-history-on-the-undrained-shear-strength-of-the-bentonite-sand-mixture" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65498.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">345</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">4645</span> Experimental Investigation on the Shear Strength Parameters of Sand-Slag Mixtures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ayad%20Salih%20Sabbar">Ayad Salih Sabbar</a>, <a href="https://publications.waset.org/abstracts/search?q=Amin%20Chegenizadeh"> Amin Chegenizadeh</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamid%20Nikraz"> Hamid Nikraz</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Utilizing waste materials in civil engineering applications has a positive influence on the environment by reducing carbon dioxide emissions and issues associated with waste disposal. Granulated blast furnace slag (GBFS) is a by-product of the iron and steel industry, with millions of tons of slag being annually produced worldwide. Slag has been widely used in structural engineering and for stabilizing clay soils; however, studies on the effect of slag on sandy soils are scarce. This article investigates the effect of slag content on shear strength parameters through direct shear tests and unconsolidated undrained triaxial tests on mixtures of Perth sand and slag. For this purpose, sand-slag mixtures, with slag contents of 2%, 4%, and 6% by weight of samples, were tested with direct shear tests under three normal stress values, namely 100 kPa, 150 kPa, and 200 kPa. Unconsolidated undrained triaxial tests were performed under a single confining pressure of 100 kPa and relative density of 80%. The internal friction angles and shear stresses of the mixtures were determined via the direct shear tests, demonstrating that shear stresses increased with increasing normal stress and the internal friction angles and cohesion increased with increasing slag. There were no significant differences in shear stresses parameters when slag content rose from 4% to 6%. The unconsolidated undrained triaxial tests demonstrated that shear strength increased with increasing slag content. <p class="card-text"><strong>Keywords:</strong> <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=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=slag" title=" slag"> slag</a>, <a href="https://publications.waset.org/abstracts/search?q=UU%20test" title=" UU test"> UU test</a> </p> <a href="https://publications.waset.org/abstracts/65304/experimental-investigation-on-the-shear-strength-parameters-of-sand-slag-mixtures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65304.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">479</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">4644</span> Strength of Soft Clay Reinforced with Polypropylene Column </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Muzamir%20Hasan">Muzamir Hasan</a>, <a href="https://publications.waset.org/abstracts/search?q=Anas%20Bazirgan"> Anas Bazirgan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Granular columns is a technique that has the properties of improving bearing capacity, accelerating the dissipation of excess pore water pressure and reducing settlement in a weak soft soil. This research aims to investigate the role of Polypropylene column in improving the shear strength and compressibility of soft reconstituted kaolin clay by determining the effects of area replacement ratio, height penetrating ratio and volume replacement ratio of a singular Polypropylene column on the strength characteristics. Reinforced kaolin samples were subjected to Unconfined Compression (UCT) and Unconsolidated Undrained (UU) triaxial tests. The kaolin samples were 50 mm in diameter and 100 mm in height. Using the PP column reinforcement, with an area replacement ratio of 0.8, 0.5 and 0.3, shear strength increased approximately 5.27%, 26.22% and 64.28%, and 37.14%, 42.33% and 51.17%, for area replacement ratios of 25% and 10.24%. Meanwhile, UU testing showed an increase in shear strength of 24.01%, 23.17% and 23.49% and 28.79%, 27.29 and 30.81% for the same ratios. Based on the UCT results, the undrained shear strength generally increased with the decrease in height penetration ratio. However, based on the UU test results Mohr-Coulomb failure criteria, the installation of Polypropylene columns did not show any significant difference in effective friction angle. However, there was an increase in the apparent cohesion and undrained shear strength of the kaolin clay. In conclusion, Polypropylene column greatly improved the shear strength; and could therefore be implemented in reducing the cost of soil improvement as a replacement for non-renewable materials. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=polypropylene" title="polypropylene">polypropylene</a>, <a href="https://publications.waset.org/abstracts/search?q=UCT" title=" UCT"> UCT</a>, <a href="https://publications.waset.org/abstracts/search?q=UU%20test" title=" UU test"> UU test</a>, <a href="https://publications.waset.org/abstracts/search?q=Kaolin%20S300" title=" Kaolin S300"> Kaolin S300</a>, <a href="https://publications.waset.org/abstracts/search?q=ground%20improvement" title=" ground improvement"> ground improvement</a> </p> <a href="https://publications.waset.org/abstracts/54069/strength-of-soft-clay-reinforced-with-polypropylene-column" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/54069.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">329</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4643</span> Soil Reinforcement by Fibers Using Triaxial Compression Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Negadi%20Kheira">Negadi Kheira</a>, <a href="https://publications.waset.org/abstracts/search?q=Arab%20Ahmed"> Arab Ahmed</a>, <a href="https://publications.waset.org/abstracts/search?q=Kamal%20Elbokl%20Mohamed"> Kamal Elbokl Mohamed</a>, <a href="https://publications.waset.org/abstracts/search?q=Setti%20Fatima"> Setti Fatima</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In order to evaluate influences of roots on soil shear strength, monotonic drained and undrained triaxial laboratory tests were carried out on reconstituted specimens at various confining pressure (σc’=50, 100, 200, 300, 400 kPa) and a constant relative density (Dr = 50%). Reinforcement of soil by ﬁbrous roots is crucial for preventing soil erosion and degradation. Therefore, we investigated soil reinforcement by roots of acacia planted in the area of Chlef where shallow landslides and slope instability are frequent. These roots were distributed in soil in two forms: vertically and horizontally. The monotonic test results showed that roots have more impacts on the soil shear strength than the friction angle, and the presence of roots in soil substantially increased the soil shear strength. Also, the results showed that the contribution of roots on the shear strength mobilized increases with increase in the confining pressure. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil" title="soil">soil</a>, <a href="https://publications.waset.org/abstracts/search?q=monotonic" title=" monotonic"> monotonic</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20test" title=" triaxial test"> triaxial test</a>, <a href="https://publications.waset.org/abstracts/search?q=root%20fiber" title=" root fiber"> root fiber</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained" title=" undrained"> undrained</a> </p> <a href="https://publications.waset.org/abstracts/6925/soil-reinforcement-by-fibers-using-triaxial-compression-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/6925.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">415</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4642</span> Undrained Shear Strength and Anisotropic Yield Surface of Diatomaceous Mudstone</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Najibullah%20Arsalan">Najibullah Arsalan</a>, <a href="https://publications.waset.org/abstracts/search?q=Masaru%20Akaishi"> Masaru Akaishi</a>, <a href="https://publications.waset.org/abstracts/search?q=Motohiro%20Sugiyama"> Motohiro Sugiyama</a> </p> <p class="card-text"><strong>Abstract:</strong></p> When constructing a structure on soft rock, adequate research and study are required concerning the shear behavior in the over-consolidation region because soft rock is considered to be in a heavily over-consolidated state. In many of the existing studies concerning the strength of soft rock, triaxial compression tests were conducted using isotropically consolidated samples. In this study, the strength of diatomaceous soft rock anisotropically consolidated under a designated consolidation pressure is examined in undrained triaxial compression tests, and studies are made of the peak and residual strengths of the sample in the over-consolidated state in the initial yield surface and the anisotropic yield surface. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=diatomaceouse%20mudstone" title="diatomaceouse mudstone">diatomaceouse mudstone</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=yield%20surface" title=" yield surface"> yield surface</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20compression%20test" title=" triaxial compression test"> triaxial compression test</a> </p> <a href="https://publications.waset.org/abstracts/31423/undrained-shear-strength-and-anisotropic-yield-surface-of-diatomaceous-mudstone" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/31423.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">429</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">4641</span> Challenges in Experimental Testing of a Stiff, Overconsolidated Clay</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Maria%20Konstadinou">Maria Konstadinou</a>, <a href="https://publications.waset.org/abstracts/search?q=Etienne%20Alderlieste"> Etienne Alderlieste</a>, <a href="https://publications.waset.org/abstracts/search?q=Anderson%20Peccin%20da%20Silva"> Anderson Peccin da Silva</a>, <a href="https://publications.waset.org/abstracts/search?q=Ben%20Arntz"> Ben Arntz</a>, <a href="https://publications.waset.org/abstracts/search?q=Leonard%20van%20der%20Bijl"> Leonard van der Bijl</a>, <a href="https://publications.waset.org/abstracts/search?q=Wouter%20Verschueren"> Wouter Verschueren</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The shear strength and compression properties of stiff Boom clay from Belgium at the depth of about 30 m has been investigated by means of cone penetration and laboratory testing. The latter consisted of index classification, constant rate of strain, direct, simple shear, and unconfined compression tests. The Boom clay samples exhibited strong swelling tendencies. The suction pressure was measured via different procedures and has been compared to the expected in-situ stress. The undrained shear strength and OCR profile determined from CPTs is not compatible with the experimental measurements, which gave significantly lower values. The observed response can be attributed to the presence of pre-existing discontinuities, as shown in microscale CT scans of the samples. The results of this study demonstrate that the microstructure of the clay prior to testing has an impact on the mechanical behaviour and can cause inconsistencies in the comparison of the laboratory test results with in-situ data. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=boom%20clay" title="boom clay">boom clay</a>, <a href="https://publications.waset.org/abstracts/search?q=laboratory%20testing" title=" laboratory testing"> laboratory testing</a>, <a href="https://publications.waset.org/abstracts/search?q=overconsolidation%20ratio" title=" overconsolidation ratio"> overconsolidation ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=stress-strain%20response" title=" stress-strain response"> stress-strain response</a>, <a href="https://publications.waset.org/abstracts/search?q=swelling" title=" swelling"> swelling</a>, <a href="https://publications.waset.org/abstracts/search?q=undrained%20shear%20strength" title=" undrained shear strength"> undrained shear strength</a> </p> <a href="https://publications.waset.org/abstracts/144267/challenges-in-experimental-testing-of-a-stiff-overconsolidated-clay" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/144267.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">146</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">4640</span> Using Electro-Biogrouting to Stabilize of Soft Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hamed%20A.%20Keykha">Hamed A. Keykha</a>, <a href="https://publications.waset.org/abstracts/search?q=Hadi%20Miri"> Hadi Miri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper describes a new method of soil stabilisation, electro-biogrouting (EBM), for improvement of soft soil with low hydraulic conductivity. This method uses an applied voltage gradient across the soil to induce the ions and bacteria cells through the soil matrix, resulting in CaCO3 precipitation and an increase of the soil shear strength in the process. The EBM were used effectively with two injection methods; bacteria injection and products of bacteria injection. The bacteria cells, calcium ions and urea were moved across the soil by electromigration and electro osmotic flow respectively. The products of bacteria (CO3-2) were moved by electromigration. The results showed that the undrained shear strength of the soil increased from 6 to 65 and 70 kPa for first and second injection method respectively. The injection of carbonate solution and calcium could be effectively flowed in the clay soil compare to injection of bacteria cells. The detection of CaCO3 percentage and its corresponding water content across the specimen showed that the increase of undrained shear strength relates to the deposit of calcite crystals between soil particles. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Sporosarcina%20pasteurii" title="Sporosarcina pasteurii">Sporosarcina pasteurii</a>, <a href="https://publications.waset.org/abstracts/search?q=electrophoresis" title=" electrophoresis"> electrophoresis</a>, <a href="https://publications.waset.org/abstracts/search?q=electromigration" title=" electromigration"> electromigration</a>, <a href="https://publications.waset.org/abstracts/search?q=electroosmosis" title=" electroosmosis"> electroosmosis</a>, <a href="https://publications.waset.org/abstracts/search?q=biocement" title=" biocement"> biocement</a> </p> <a href="https://publications.waset.org/abstracts/23192/using-electro-biogrouting-to-stabilize-of-soft-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23192.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">528</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">4639</span> Evaluation of Applicability of High Strength Stirrup for Prestressed Concrete Members </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=J.-Y.%20Lee">J.-Y. Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=H.-S.%20Lim"> H.-S. Lim</a>, <a href="https://publications.waset.org/abstracts/search?q=S.-E.%20Kim"> S.-E. Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Recently, the use of high-strength materials is increasing as the construction of large structures and high-rise structures increases. This paper presents an analysis of the shear behavior of prestressed concrete members with various types of materials by simulating a finite element (FE) analysis. The analytical results indicated that the shear strength and shear failure mode were strongly influenced by not only the shear reinforcement ratio but also the yield strength of shear reinforcement and the compressive strength of concrete. Though the yield strength of shear reinforcement increased the shear strength of prestressed concrete members, there was a limit to the increase in strength because of the change of shear failure modes. According to the results of FE analysis on various parameters, the maximum yield strength of the steel stirrup that can be applied to prestressed concrete members was about 860 MPa. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=prestressed%20concrete%20members" title="prestressed concrete members">prestressed concrete members</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20reinforcing%20bars" title=" high strength reinforcing bars"> high strength reinforcing bars</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20concrete" title=" high strength concrete"> high strength concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20behavior" title=" shear behavior"> shear behavior</a> </p> <a href="https://publications.waset.org/abstracts/65500/evaluation-of-applicability-of-high-strength-stirrup-for-prestressed-concrete-members" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65500.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">300</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">4638</span> Diagonal Crack Width of RC Members with High Strength Materials</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=J.%20Y.%20Lee">J. Y. Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=H.%20S.%20Lim"> H. S. Lim</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20H.%20Yoon"> S. H. Yoon</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents an analysis of the diagonal crack widths of RC members with various types of materials by simulating a compatibility-aided truss model. The analytical results indicated that the diagonal crack width was influenced by not only the shear reinforcement ratio but also the yield strength of shear reinforcement and the compressive strength of concrete. The yield strength of shear reinforcement and the compressive strength of concrete decreased the diagonal shear crack width of RC members for the same shear force because of the change of shear failure modes. However, regarding the maximum shear crack width at shear failure, the shear crack width of the beam with high strength materials was greater than that of the beam with normal strength materials. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=diagonal%20crack%20width" title="diagonal crack width">diagonal crack width</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20stirrups" title=" high strength stirrups"> high strength stirrups</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strength%20concrete" title=" high strength concrete"> high strength concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=RC%20members" title=" RC members"> RC members</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20behavior" title=" shear behavior"> shear behavior</a> </p> <a href="https://publications.waset.org/abstracts/46565/diagonal-crack-width-of-rc-members-with-high-strength-materials" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46565.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">309</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">4637</span> Calculating Shear Strength Parameter from Simple Shear Apparatus</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=G.%20Nitesh">G. Nitesh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The shear strength of soils is a crucial parameter instability analysis. Therefore, it is important to determine reliable values for the accuracy of stability analysis. Direct shear tests are mostly performed to determine the shear strength of cohesionless soils. The major limitation of the direct shear test is that the failure takes place through the pre-defined failure plane but the failure is not along pre-defined plane and is along the weakest plane in actual shearing mechanism that goes on in the field. This leads to overestimating the strength parameter; hence, a new apparatus called simple shear is developed and used in this study to determine the shear strength parameter that simulates the field conditions. <p class="card-text"><strong>Keywords:</strong> <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=simple%20shear" title=" simple shear"> simple shear</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20shear%20resistance" title=" angle of shear resistance"> angle of shear resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesionless%20soils" title=" cohesionless soils"> cohesionless soils</a> </p> <a href="https://publications.waset.org/abstracts/15739/calculating-shear-strength-parameter-from-simple-shear-apparatus" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15739.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">411</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">4636</span> The Small Strain Effects to the Shear Strength and Maximum Stiffness of Post-Cyclic Degradation of Hemic Peat Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Z.%20Adnan">Z. Adnan</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20M.%20Habib"> M. M. Habib</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The laboratory tests for measuring the effects of small strain to the shear strength and maximum stiffness development of post-cyclic degradation of hemic peat are reviewed in this paper. A series of laboratory testing has been conducted to fulfil the objective of this research to study the post-cyclic behaviour of peat soil and focuses on the small strain characteristics. For this purpose, a number of strain-controlled static, cyclic and post-cyclic triaxial tests were carried out in undrained condition on hemic peat soil. The shear strength and maximum stiffness of hemic peat are evaluated immediately after post-cyclic monotonic testing. There are two soil samples taken from West Johor and East Malaysia peat soil. Based on these laboratories and field testing data, it was found that the shear strength and maximum stiffness of peat soil decreased in post-cyclic monotonic loading than its initial shear strength and stiffness. In particular, degradation in shear strength and stiffness is more sensitive for peat soil due to fragile and uniform fibre structures. Shear strength of peat soil, τ<sub>max</sub> = 12.53 kPa (Beaufort peat, BFpt) and 36.61 kPa (Parit Nipah peat, PNpt) decreased than its initial 58.46 kPa and 91.67 kPa. The maximum stiffness, G<sub>max</sub> = 0.23 and 0.25 decreased markedly with post-cyclic, G<sub>max</sub> = 0.04 and 0.09. Simple correlations between the G<sub>max</sub> and the τ<sub>max</sub> effects due to small strain, ε = 0.1, the G<sub>max</sub> values for post-cyclic are relatively low compared to its initial G<sub>max</sub>. As a consequence, the reported values and patterns of both the West Johor and East Malaysia peat soil are generally the same. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=post-cyclic" title="post-cyclic">post-cyclic</a>, <a href="https://publications.waset.org/abstracts/search?q=strain" title=" strain"> strain</a>, <a href="https://publications.waset.org/abstracts/search?q=maximum%20stiffness" title=" maximum stiffness"> maximum stiffness</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/65062/the-small-strain-effects-to-the-shear-strength-and-maximum-stiffness-of-post-cyclic-degradation-of-hemic-peat-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/65062.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">4635</span> The Mechanical Behavior of a Chemically Stabilized Soil</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=I%20Lamri">I Lamri</a>, <a href="https://publications.waset.org/abstracts/search?q=L%20Arabet"> L Arabet</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Hidjeb"> M. Hidjeb</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The direct shear test was used to determine the shear strength parameters C and Ø of a series of samples with different cement content. Samples stabilized with a certain percentage of cement showed a substantial gain in compressive strength and a significant increase in shear strength parameters. C and Ø. The laboratory equipment used in UCS tests consisted of a conventional 102mm diameter sample triaxial loading machine. Beyond 4% cement content a very important increase in shear strength was observed. It can be deduced from a comparative study of shear strength of soil samples with 4%, 7%, and 10% cement with sample containing 2 %, that the sample with a 4% cement content showed 90% increase in shear strength while those with 7% and 10% showed an increase of around 13 and 21 fold. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cement" title="cement">cement</a>, <a href="https://publications.waset.org/abstracts/search?q=compression%20strength" title=" compression strength"> compression strength</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20stress" title=" shear stress"> shear stress</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=angle%20of%20internal%20friction" title=" angle of internal friction"> angle of internal friction</a> </p> <a href="https://publications.waset.org/abstracts/23790/the-mechanical-behavior-of-a-chemically-stabilized-soil" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23790.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">488</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4634</span> Effect of Silt Presence on Shear Strength Parameters of Unsaturated Sandy Soils </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=E.%20Khavaninzadeh"> E. Khavaninzadeh</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Ghorbani%20Tochaee"> M. Ghorbani Tochaee</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Direct shear test is widely used in soil mechanics experiment to determine the shear strength parameters of granular soils. For analysis of soil stability problems such as bearing capacity, slope stability and lateral pressure on soil retaining structures, the shear strength parameters must be known well. In the present study, shear strength parameters are determined in silty-sand mixtures. Direct shear tests are performed on 161 Firoozkooh sand with different silt content at a relative density of 70% in three vertical stress of 100, 150, and 200 kPa. Wet tamping method is used for soil sample preparation, and the results include diagrams of shear stress versus shear deformation and sample height changes against shear deformation. Accordingly, in different silt percent, the shear strength parameters of the soil such as internal friction angle and dilation angle are calculated and compared. According to the results, when the sample contains up to 10% silt, peak shear strength and internal friction angle have an upward trend. However, if the sample contains 10% to 50% of silt a downward trend is seen in peak shear strength and internal friction angle. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength%20parameters" title="shear strength parameters">shear strength parameters</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear%20test" title=" direct shear test"> direct shear test</a>, <a href="https://publications.waset.org/abstracts/search?q=silty%20sand" title=" silty sand"> silty sand</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20stress" title=" shear stress"> shear stress</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20deformation" title=" shear deformation"> shear deformation</a> </p> <a href="https://publications.waset.org/abstracts/106132/effect-of-silt-presence-on-shear-strength-parameters-of-unsaturated-sandy-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/106132.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">163</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">4633</span> Influence of the Reliability Index on the Safety Factor of the Concrete Contribution to Shear Strength of HSC Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20Sagiroglu">Ali Sagiroglu</a>, <a href="https://publications.waset.org/abstracts/search?q=Sema%20Noyan%20Alacali"> Sema Noyan Alacali</a>, <a href="https://publications.waset.org/abstracts/search?q=Guray%20Arslan"> Guray Arslan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents a study on the influence of the safety factor in the concrete contribution to shear strength of high-strength concrete (HSC) beams according to TS500. In TS500, the contribution of concrete to shear strength is obtained by reducing diagonal cracking strength with a safety factor of 0.8. It was investigated that the coefficient of 0.8 considered in determining the contribution of concrete to the shear strength corresponds to which value of failure probability. Also, the changes in the reduction factor depending on different coefficients of variation of concrete were examined. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete" title="reinforced concrete">reinforced concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=beam" title=" beam"> beam</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=failure%20probability" title=" failure probability"> failure probability</a>, <a href="https://publications.waset.org/abstracts/search?q=safety%20factor" title=" safety factor"> safety factor</a> </p> <a href="https://publications.waset.org/abstracts/22211/influence-of-the-reliability-index-on-the-safety-factor-of-the-concrete-contribution-to-shear-strength-of-hsc-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22211.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">830</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">4632</span> Particle Size Effect on Shear Strength of Granular Materials in Direct Shear Test</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Alias">R. Alias</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Kasa"> A. Kasa</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20R.%20Taha"> M. R. Taha</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The effect of particle size on shear strength of granular materials are investigated using direct shear tests. Small direct shear test (60 mm by 60 mm by 24 mm deep) were conducted for particles passing the sieves with opening size of 2.36 mm. Meanwhile, particles passing the standard 20 mm sieves were tested using large direct shear test (300 mm by 300 mm by 200 mm deep). The large direct shear tests and the small direct shear tests carried out using the same shearing rate of 0.09 mm/min and similar normal stresses of 100, 200, and 300 kPa. The results show that the peak and residual shear strength decreases as particle size increases. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=particle%20size" title="particle size">particle size</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=granular%20material" title=" granular material"> granular material</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20shear%20test" title=" direct shear test"> direct shear test</a> </p> <a href="https://publications.waset.org/abstracts/16566/particle-size-effect-on-shear-strength-of-granular-materials-in-direct-shear-test" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16566.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">489</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">4631</span> Shear Behavior of Ultra High Strength Concrete Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ghada%20Diaa">Ghada Diaa</a>, <a href="https://publications.waset.org/abstracts/search?q=Enas%20A.%20Khattab"> Enas A. Khattab</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Ultra High Strength Concrete (UHSC) is a new advanced concrete that is being transferred from laboratory researches to practicable applications. In addition to its excellent durability properties, UHSC has high compressive and tensile strengths, and high modulus of elasticity. Despite of this low degree of hydration, ultra high strength values can be achieved by controlling the mixture proportions. In this research, an experimental program was carried out to investigate the shear behavior of ultra high strength concrete beams. A total of nine beams were tested to determine the effect of different parameters on the shear behavior of UHSC beams. The parameters include concrete strength, steel fiber volume, shear span to depth ratio, and web reinforcement ratio. The results demonstrated that nominal shear stress at cracking load and at ultimate load increased with the increase of concrete strength or the decrease in shear span-depth ratio. Using steel fibers or shear reinforcement increases the ultimate shear strength and makes the shear behavior more ductile. In this study, a simplified analytical model to calculate the shear strength of UHSC beams is introduced. Shear strength estimated according to the proposed method in this research is in good agreement with the experimental results. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ultra%20high%20strength" title="ultra high strength">ultra high strength</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=diagonal" title=" diagonal"> diagonal</a>, <a href="https://publications.waset.org/abstracts/search?q=cracking" title=" cracking"> cracking</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20fibers" title=" steel fibers"> steel fibers</a> </p> <a href="https://publications.waset.org/abstracts/22302/shear-behavior-of-ultra-high-strength-concrete-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/22302.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">618</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">4630</span> The Effect of the Water and Fines Content on Shear Strength of Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ouledja%20Abdessalam">Ouledja Abdessalam</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This work Contains an experimental study of the behavior of Chlef sand under the effect of various parameters influencing on shear strength. Because of their distinct nature, sands, silts, and clays exhibit completely different behavior (shear strength, the Contracting and dilatancy, the angle of internal friction and cohesion...). By cons when these materials are mixed, their behavior will become different from each considered alone. The behavior of these mixtures (silty sands...) is currently the state of several studies to better use. We have studied in this work: The influence of the following factors on the shear strength: The density (loose and dense), the fines content (silt), The water content. The apparatus used for the tests is the casagrande shear box. This device, although one may have some disadvantages and modern instrumentation is appropriately used to study the shear strength of soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title="shear strength">shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=silt" title=" silt"> silt</a>, <a href="https://publications.waset.org/abstracts/search?q=contractancy" title=" contractancy"> contractancy</a>, <a href="https://publications.waset.org/abstracts/search?q=dilatancy" title=" dilatancy"> dilatancy</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20angle" title=" friction angle"> friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=fines%20content" title=" fines content"> fines content</a> </p> <a href="https://publications.waset.org/abstracts/24378/the-effect-of-the-water-and-fines-content-on-shear-strength-of-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/24378.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">505</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">4629</span> The Effect of Water and Fines Content on Shear Strength of Silty Soils</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Dellal%20Seyyid%20Ali">Dellal Seyyid Ali</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This work Contains an experimental study of the behavior of Chlef sand under effect of various parameters influencing on shear strength. Because of their distinct nature, sands, silts and clays exhibit completely different behavior (shear strength, the Contracting and dilatancy, the angle of internal friction and cohesion ...). By cons when these materials are mixed, their behavior will become different from each considered alone. The behavior of these mixtures (silty sands ...) is currently the state of several studies to better use. We have studied in this work: The influence of the following factors on the shear strength: The density (loose and dense), the fines content (silt), the water content. The apparatus used for the tests is the casagrande shear box. This device, although one may have some disadvantages and modern instrumentation is appropriate used to study the shear strength of soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title="shear strength">shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=silt" title=" silt"> silt</a>, <a href="https://publications.waset.org/abstracts/search?q=contractanct" title=" contractanct"> contractanct</a>, <a href="https://publications.waset.org/abstracts/search?q=dilatancy" title=" dilatancy"> dilatancy</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20angle" title=" friction angle"> friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=fines%20content" title=" fines content"> fines content</a> </p> <a href="https://publications.waset.org/abstracts/39451/the-effect-of-water-and-fines-content-on-shear-strength-of-silty-soils" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/39451.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">259</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">4628</span> The Influence of Water Content on the Shear Resistance of Silty Sands</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Boualem%20Salah">Mohamed Boualem Salah</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This work involves an experimental study of the behavior of chlef sand under effect of various parameters influencing on shear strength. Because of their distinct nature, sands, silts and clays exhibit completely different behavior (shear strength, the contracting and dilatancy, the angle of internal friction and cohesion etc.). By cons when these materials are mixed, their behavior will become different from each considered alone. The behavior of these mixtures (silty sands etc.) is currently the state of several studies to better use. We studied in this work: The influence of the following factors on the shear strength: (The density, the fines content, the water content). The apparatus used for the tests is the shear box casagrande. This device, although one may have some disadvantages and modern instrumentation is appropriate used to study the shear strength of soils. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=behavior" title="behavior">behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=silt" title=" silt"> silt</a>, <a href="https://publications.waset.org/abstracts/search?q=friction%20angle" title=" friction angle"> friction angle</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion" title=" cohesion"> cohesion</a>, <a href="https://publications.waset.org/abstracts/search?q=fines%20content" title=" fines content"> fines content</a>, <a href="https://publications.waset.org/abstracts/search?q=moisture%20content" title=" moisture content"> moisture content</a> </p> <a href="https://publications.waset.org/abstracts/18663/the-influence-of-water-content-on-the-shear-resistance-of-silty-sands" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/18663.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">4627</span> Effect of Corrosion on the Shear Buckling Strength</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Myoung-Jin%20Lee">Myoung-Jin Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Sung-Jin%20Lee"> Sung-Jin Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Young-Kon%20Park"> Young-Kon Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Jin-Wook%20Kim"> Jin-Wook Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Bo-Kyoung%20Kim"> Bo-Kyoung Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Song-Hun%20Chong"> Song-Hun Chong</a>, <a href="https://publications.waset.org/abstracts/search?q=Sun-Ii%20Kim"> Sun-Ii Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The ability to resist the shear strength arises mainly from the web panel of steel girders and as such, the shear buckling strength of these girders has been extensively investigated. For example, Blaser’s reported that when buckling occurs, the tension field has an effect after the buckling strength of the steel is reached. The findings of these studies have been applied by AASHTO, AISC, and to the European Code that provides guidelines for designs aimed at preventing shear buckling. Steel girders are susceptible to corrosion resulting from exposure to natural elements such as rainfall, humidity, and temperature. This corrosion leads to a reduction in the size of the web panel section, thereby resulting in a decrease in the shear strength. The decrease in the panel section has a significant effect on the maintenance section of the bridge. However, in most conventional designs, the influence of corrosion is overlooked during the calculation of the shear buckling strength and hence over-design is common. Therefore, in this study, a steel girder with an A/D of 1:1, as well as a 6-mm-, 16-mm-, and 12-mm-thick web panel, flange, and intermediate reinforcing material, respectively, were used. The total length was set to that (3200 mm) of the default model. The effect of corrosion shear buckling was investigated by determining the volume amount of corrosion, shape of the erosion patterns, and the angular change in the tensile field of the shear buckling strength. This study provides the basic data that will enable designs that incorporate values closer (than those used in most conventional designs) to the actual shear buckling strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=corrosion" title="corrosion">corrosion</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20buckling%20strength" title=" shear buckling strength"> shear buckling strength</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20girder" title=" steel girder"> steel girder</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/46131/effect-of-corrosion-on-the-shear-buckling-strength" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46131.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">375</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">4626</span> Size Effect on Shear Strength of Slender Reinforced Concrete Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Subhan%20Ahmad">Subhan Ahmad</a>, <a href="https://publications.waset.org/abstracts/search?q=Pradeep%20Bhargava"> Pradeep Bhargava</a>, <a href="https://publications.waset.org/abstracts/search?q=Ajay%20Chourasia"> Ajay Chourasia</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Shear failure in reinforced concrete beams without shear reinforcement leads to loss of property and life since a very little or no warning occurs before failure as in case of flexural failure. Shear strength of reinforced concrete beams decreases as its depth increases. This phenomenon is generally called as the size effect. In this paper, a comparative analysis is performed to estimate the performance of shear strength models in capturing the size effect of reinforced concrete beams made with conventional concrete, self-compacting concrete, and recycled aggregate concrete. Four shear strength models that account for the size effect in shear are selected from the literature and applied on the datasets of slender reinforced concrete beams. Beams prepared with conventional concrete, self-compacting concrete, and recycled aggregate concrete are considered for the analysis. Results showed that all the four models captured the size effect in shear effectively and produced conservative estimates of the shear strength for beams made with normal strength conventional concrete. These models yielded unconservative estimates for high strength conventional concrete beams with larger effective depths ( > 450 mm). Model of Bazant and Kim (1984) captured the size effect precisely and produced conservative estimates of shear strength of self-compacting concrete beams at all the effective depths. Also, shear strength models considered in this study produced unconservative estimates of shear strength for recycled aggregate concrete beams at all effective depths. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20beams%3B%20shear%20strength%3B%20prediction%20models%3B%20size%20effect" title="reinforced concrete beams; shear strength; prediction models; size effect">reinforced concrete beams; shear strength; prediction models; size effect</a> </p> <a href="https://publications.waset.org/abstracts/122714/size-effect-on-shear-strength-of-slender-reinforced-concrete-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/122714.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">161</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">4625</span> Reproducibility of Shear Strength Parameters Determined from CU Triaxial Tests: Evaluation of Results from Regression of Different Failure Stress Combinations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Henok%20Marie%20Shiferaw">Henok Marie Shiferaw</a>, <a href="https://publications.waset.org/abstracts/search?q=Barbara%20Schneider-Muntau"> Barbara Schneider-Muntau</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Test repeatability and data reproducibility are a concern in many geotechnical laboratory tests due to inherent soil variability, inhomogeneous sample preparation and measurement inaccuracy. Test results on comparable test specimens vary to a considerable extent. Thus, also the derived shear strength parameters from triaxial tests are affected. In this contribution, we present the reproducibility of effective shear strength parameters from consolidated undrained triaxial tests on plain soil and cement-treated soil specimens. Six remolded test specimens were prepared for the plain soil and for the cement-treated soil. Conventional three levels of consolidation pressure testing were considered with an effective consolidation pressure of 100 kPa, 200 kPa and 300 kPa, respectively. At each effective consolidation pressure, two tests were done on comparable test specimens. Focus was laid on the same mean dry density and same water content during sample preparation for the two specimens. The cement-treated specimens were tested after 28 days of curing. Shearing of test specimens was carried out at a deformation rate of 0.4 mm/min after sample saturation at a back pressure of 900 kPa, followed by consolidation. The effective peak and residual shear strength parameters were then estimated from regression analysis of 21 different combinations of the failure stresses from the six tests conducted for both the plain soil and cement-treated soil samples. The 21 different stress combinations were constructed by picking three, four, five and six failure tresses at once at different combinations. Results indicate that the effective shear strength parameters estimated from the regression of different combinations of the failure stresses vary. Effective critical friction angle was found to be more consistent than effective peak friction angle with a smaller standard deviation. The reproducibility of the shear strength parameters for the cement-treated specimens was even lower than that of the untreated specimens. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20strength%20parameters" title="shear strength parameters">shear strength parameters</a>, <a href="https://publications.waset.org/abstracts/search?q=test%20repeatability" title=" test repeatability"> test repeatability</a>, <a href="https://publications.waset.org/abstracts/search?q=data%20reproducibility" title=" data reproducibility"> data reproducibility</a>, <a href="https://publications.waset.org/abstracts/search?q=triaxial%20soil%20testing" title=" triaxial soil testing"> triaxial soil testing</a>, <a href="https://publications.waset.org/abstracts/search?q=cement%20improvement%20of%20soils" title=" cement improvement of soils"> cement improvement of soils</a> </p> <a href="https://publications.waset.org/abstracts/191267/reproducibility-of-shear-strength-parameters-determined-from-cu-triaxial-tests-evaluation-of-results-from-regression-of-different-failure-stress-combinations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/191267.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">33</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">4624</span> Effect of Clay Content on the Drained Shear Strength</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Navid%20Khayat">Navid Khayat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Drained shear strength of saturated soils is fully understood. Shear strength of unsaturated soils is usually expressed in terms of soil suction. Evaluation of shear strength of compacted mixtures of sand–clay at optimum water content is main purpose of this research. To prepare the required samples, first clay and sand are mixed in 10, 30, 50, and 70 percent by dry weight and then compacted at the proper optimum water content according to the standard proctor test. The samples were sheared in direct shear machine. Stress –strain relationship of samples indicated a ductile behavior. Most of the samples showed a dilatancy behavior during the shear and the tendency for dilatancy increased with the increase in sand proportion. The results show that with the increase in percentage of sand a decrease in cohesion intercept c' for mixtures and an increase in the angle of internal friction Φ’is observed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=clay" title="clay">clay</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=drained%20shear%20strength" title=" drained shear strength"> drained shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion%20intercept" title=" cohesion intercept "> cohesion intercept </a> </p> <a href="https://publications.waset.org/abstracts/15677/effect-of-clay-content-on-the-drained-shear-strength" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/15677.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">439</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">4623</span> Evaluation of Drained Shear Strength of Bentonite-Sand Mixtures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Navid%20Khayat">Navid Khayat</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Drained shear strength of saturated soils is fully understood. Shear strength of unsaturated soils is usually expressed in terms of soil suction. Evaluation of shear strength of compacted mixtures of sand-bentonite at optimum water content is main purpose of this research. To prepare the required samples, first, bentonite and sand are mixed in 10, 30, 50 and 70 percent by dry weight and then compacted at the proper optimum water content according to the standard proctor test. The samples were sheared in direct shear machine. Stress-strain relationship of samples indicated a ductile behavior. Most of the samples showed a dilatancy behavior during the shear and the tendency for dilatancy increased with the increase in sand proportion. The results show that with the increase in percentage of sand a decrease in cohesion intercept c' for mixtures and an increase in the angle of internal friction Φ’is observed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bentonite" title="bentonite">bentonite</a>, <a href="https://publications.waset.org/abstracts/search?q=sand" title=" sand"> sand</a>, <a href="https://publications.waset.org/abstracts/search?q=drained%20shear%20strength" title=" drained shear strength"> drained shear strength</a>, <a href="https://publications.waset.org/abstracts/search?q=cohesion%20intercept" title=" cohesion intercept"> cohesion intercept</a> </p> <a href="https://publications.waset.org/abstracts/3463/evaluation-of-drained-shear-strength-of-bentonite-sand-mixtures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/3463.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">319</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=undrained%20shear%20strength&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=undrained%20shear%20strength&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=undrained%20shear%20strength&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=undrained%20shear%20strength&page=5">5</a></li> <li class="page-item"><a class="page-link" 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