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strength</title> <meta name="description" content="Search results for: lateral strength"> <meta name="keywords" content="lateral 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 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="lateral 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> 4381</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: lateral strength</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4381</span> Comparison of Double Unit Tunnel Form Building before and after Repair and Retrofit under in-Plane Cyclic Loading </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=S.%20A.%20Anuar">S. A. Anuar</a>, <a href="https://publications.waset.org/abstracts/search?q=N.%20H.%20Hamid"> N. H. Hamid</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20H.%20Hashim"> M. H. Hashim</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20M.%20D.%20Salleh"> S. M. D. Salleh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper present the experimental work on the seismic performance of double unit tunnel form building (TFB) subjected to in-plane lateral cyclic loading. A one third scale of 3-storey double unit of TFB is tested at ±0.01%, ±0.1%, ±0.25%, ±0.5%, ±0.75% and ±1.0% drifts until the structure achieves its strength degradation. After that, the TFB is repaired and retrofitted using additional shear wall, steel angle and CFRP sheet. A similar testing approach is applied to the specimen after repair and retrofit. The crack patterns, lateral strength, stiffness, ductility and equivalent viscous damping (EVD) were analyzed and compared before and after repair and retrofit. The result indicates that the lateral strength increases by 22 in pushing direction and 27% in pulling direction. Moreover, the stiffness and ductility obtained before and after retrofit increase tremendously by 87.87% and 39.66%, respectively. Meanwhile, the energy absorption measured by equivalent viscous damping obtained after retrofit increase by 12.34% in pulling direction. It can be concluded that the proposed retrofit method is capable to increase the lateral strength capacity, stiffness and energy absorption of double unit TFB. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=tunnel%20form%20building" title="tunnel form building">tunnel form building</a>, <a href="https://publications.waset.org/abstracts/search?q=in-plane%20lateral%20cyclic%20loading" title=" in-plane lateral cyclic loading"> in-plane lateral cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=crack%20pattern" title=" crack pattern"> crack pattern</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20strength" title=" lateral strength"> lateral strength</a>, <a href="https://publications.waset.org/abstracts/search?q=stiffness" title=" stiffness"> stiffness</a>, <a href="https://publications.waset.org/abstracts/search?q=ductility" title=" ductility"> ductility</a>, <a href="https://publications.waset.org/abstracts/search?q=equivalent%20viscous%20damping" title=" equivalent viscous damping"> equivalent viscous damping</a>, <a href="https://publications.waset.org/abstracts/search?q=repair%20and%20retrofit" title=" repair and retrofit"> repair and retrofit</a> </p> <a href="https://publications.waset.org/abstracts/11546/comparison-of-double-unit-tunnel-form-building-before-and-after-repair-and-retrofit-under-in-plane-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/11546.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">352</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">4380</span> Lateral Torsional Buckling of Steel Thin-Walled Beams with Lateral Restraints</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ivan%20Bal%C3%A1zs">Ivan Balázs</a>, <a href="https://publications.waset.org/abstracts/search?q=Jind%C5%99ich%20Melcher"> Jindřich Melcher</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Metal thin-walled members have been widely used in building industry. Usually they are utilized as purlins, girts or ceiling beams. Due to slenderness of thin-walled cross-sections these structural members are prone to stability problems (e.g. flexural buckling, lateral torsional buckling). If buckling is not constructionally prevented their resistance is limited by buckling strength. In practice planar members of roof or wall cladding can be attached to thin-walled members. These elements reduce displacement of thin-walled members and therefore increase their buckling strength. If this effect is taken into static assessment more economical sections of thin-walled members might be utilized and certain savings of material might be achieved. This paper focuses on problem of determination of critical load of steel thin-walled beams with lateral continuous restraint which is crucial for lateral torsional buckling assessment. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=beam" title="beam">beam</a>, <a href="https://publications.waset.org/abstracts/search?q=buckling" title=" buckling"> buckling</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=stability" title=" stability"> stability</a>, <a href="https://publications.waset.org/abstracts/search?q=steel" title=" steel"> steel</a> </p> <a href="https://publications.waset.org/abstracts/31094/lateral-torsional-buckling-of-steel-thin-walled-beams-with-lateral-restraints" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/31094.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">330</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">4379</span> Evaluation of Flange Effects on the Lateral In-Plane Response of Brick Masonry Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hizb%20Ullah%20Sajid">Hizb Ullah Sajid</a>, <a href="https://publications.waset.org/abstracts/search?q=Muhammad%20Ashraf"> Muhammad Ashraf</a>, <a href="https://publications.waset.org/abstracts/search?q=Naveed%20Ahmad%20Qaisar%20Ali"> Naveed Ahmad Qaisar Ali</a>, <a href="https://publications.waset.org/abstracts/search?q=Sikandar%20Hayat%20Sajid"> Sikandar Hayat Sajid</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This research study investigates experimentally the effects of flanges (transverse walls) on the lateral in-plane response of brick masonry walls. The experimental work included lateral in-plane quasi-static cyclic tests on full-scale walls (both with & without flanges). The flanges were introduced at both ends of the in-plane wall. In particular the damage mechanism, lateral in-plane stiffness & strength, deformability and energy dissipation of the two classes of walls are compared and the differences are quantified to help understand the effects of flanges on the in-plane response of masonry walls. The available analytical models for the in-plane shear strength & deformation evaluation of masonry walls are critically analyzed. Recommendations are made for the lateral in-plane capacity assessment of brick masonry walls including the contribution of transverse walls. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=brick%20masonry" title="brick masonry">brick masonry</a>, <a href="https://publications.waset.org/abstracts/search?q=damage%20mechanism" title=" damage mechanism"> damage mechanism</a>, <a href="https://publications.waset.org/abstracts/search?q=flanges%20effects" title=" flanges effects"> flanges effects</a>, <a href="https://publications.waset.org/abstracts/search?q=in-plane%20response" title=" in-plane response"> in-plane response</a> </p> <a href="https://publications.waset.org/abstracts/33495/evaluation-of-flange-effects-on-the-lateral-in-plane-response-of-brick-masonry-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/33495.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">382</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">4378</span> Generalized Limit Equilibrium Solution for the Lateral Pile Capacity Problem</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tomer%20Gans-Or">Tomer Gans-Or</a>, <a href="https://publications.waset.org/abstracts/search?q=Shmulik%20Pinkert"> Shmulik Pinkert</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The determination of lateral pile capacity per unit length is a key aspect in geotechnical engineering. Traditional approaches for assessing piles lateral capacity in cohesive soils involve the application of upper-bound and lower-bound plasticity theorems. However, a comprehensive solution encompassing the entire spectrum of soil strength parameters, particularly in frictional soils with or without cohesion, is still lacking. This research introduces an innovative implementation of the slice method limit equilibrium solution for lateral capacity assessment. For any given numerical discretization of the soil's domain around the pile, the lateral capacity evaluation is based on mobilized strength concept. The critical failure geometry is then found by a unique optimization procedure which includes both factor of safety minimization and geometrical optimization. The robustness of this suggested methodology is that the solution is independent of any predefined assumptions. Validation of the solution is accomplished through a comparison with established plasticity solutions for cohesive soils. Furthermore, the study demonstrates the applicability of the limit equilibrium method to address unresolved cases related to frictional and cohesive-frictional soils. Beyond providing capacity values, the method enables the utilization of the mobilized strength concept to generate safety-factor distributions for scenarios representing pre-failure states. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateral%20pile%20capacity" title="lateral pile capacity">lateral pile capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=slice%20method" title=" slice method"> slice method</a>, <a href="https://publications.waset.org/abstracts/search?q=limit%20equilibrium" title=" limit equilibrium"> limit equilibrium</a>, <a href="https://publications.waset.org/abstracts/search?q=mobilized%20strength" title=" mobilized strength"> mobilized strength</a> </p> <a href="https://publications.waset.org/abstracts/182938/generalized-limit-equilibrium-solution-for-the-lateral-pile-capacity-problem" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/182938.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">61</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4377</span> Seismic Performance of Two-Storey RC Frame Designed EC8 under In-Plane Cyclic Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=N.%20H.%20Hamid">N. H. Hamid</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Azmi"> A. Azmi</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20I.%20Adiyanto"> M. I. Adiyanto</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This main purpose of this paper is to evaluate the seismic performance of double bay two-storey reinforced concrete frame under in-plane lateral cyclic loading which designed using Eurocode 8 (EC8) by taking into account of seismic loading. The prototype model of reinforced concrete frame was constructed in one-half scale tested under in-plane lateral cyclic loading starts with ±0.2% drift, ±0.25% up to ±3.0% drift with the increment of ±0.25%. The performance of the RC frame is evaluated in terms of the hysteresis loop (load vs. displacement), stiffness, ductility, lateral strength, stress-strain relationship and equivalent viscous damping. Visual observation of the crack pattern after testing were observed where the beam- column joint suffer the most severe damage as it is the critical part in moment resisting frame. Spalling of concrete starts occurred at ±2.0% drift and become worse at ±2.5% drift. The experimental result shows that the maximum lateral strength of specimen is 99.98 kN and ductility of the specimen is µ=4.07 which lies between 3≤µ≤6 in order to withstand moderate to severe earthquakes. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ductility" title="ductility">ductility</a>, <a href="https://publications.waset.org/abstracts/search?q=equivalent%20viscous%20damping" title=" equivalent viscous damping"> equivalent viscous damping</a>, <a href="https://publications.waset.org/abstracts/search?q=hysteresis%20loops" title=" hysteresis loops"> hysteresis loops</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20strength" title=" lateral strength"> lateral strength</a>, <a href="https://publications.waset.org/abstracts/search?q=stiffness" title=" stiffness"> stiffness</a> </p> <a href="https://publications.waset.org/abstracts/35769/seismic-performance-of-two-storey-rc-frame-designed-ec8-under-in-plane-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/35769.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">357</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">4376</span> Theoretical Stress-Strain Model for Confined Concrete by Rectangular Reinforcement</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mizam%20Dogan">Mizam Dogan</a>, <a href="https://publications.waset.org/abstracts/search?q=Hande%20G%C3%B6kdemir"> Hande Gökdemir</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In reinforced concrete elements, reinforcement steel bars are placed in concrete both longitudinal and lateral directions. The lateral reinforcement (called as confinement) which is used for confining circular RC elements is in a spiral shape. If the cross section of RC element is rectangular, stirrups should be rectangular too. At very high compressive stresses concrete will reach its limit strain value and therefore concrete outside the lateral reinforcement, which is not confined, will crush and start to spell. At this stage, concrete core of the RC element tries to expand laterally as a reason of high Poisson’s ratio value of concrete. Such a deformation is prevented by the lateral reinforcement which applies lateral passive pressure on concrete. At very high compressive stresses, the strength of reinforced column member rises to four times σ 2. This increase in strength of member is related to the properties of rectangular stirrups. In this paper, effect of stirrup step spacing to column behavior is calculated and presented confined concrete model is proved by numerical solutions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=confined%20concrete" title="confined concrete">confined concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=concrete%20column" title=" concrete column"> concrete column</a>, <a href="https://publications.waset.org/abstracts/search?q=stress-strain" title=" stress-strain"> stress-strain</a>, <a href="https://publications.waset.org/abstracts/search?q=stirrup" title=" stirrup"> stirrup</a>, <a href="https://publications.waset.org/abstracts/search?q=solid" title=" solid"> solid</a>, <a href="https://publications.waset.org/abstracts/search?q=frame" title=" frame"> frame</a> </p> <a href="https://publications.waset.org/abstracts/40255/theoretical-stress-strain-model-for-confined-concrete-by-rectangular-reinforcement" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/40255.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">451</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">4375</span> Field Investigating the Effects of Lateral Support Elements on Lateral Resistance of Ballasted Tracks with Sharp Curves </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Milad%20Alizadeh%20Galdiani">Milad Alizadeh Galdiani</a>, <a href="https://publications.waset.org/abstracts/search?q=Jabbar%20Ali%20Zakeri"> Jabbar Ali Zakeri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Lateral movement of CWR ballasted track occurs in sharp curves because of the lack of adequate lateral resistance. Several strategies have been proposed and used for increase the lateral resistance of ballasted tracks, but still there are some problems in tracks with small radius curves. In this paper, a new method has been presented for increase the lateral resistance. This method is using the lateral supports as numerical and field studies. In this paper, the field and laboratory tests have been conducted by using the single tie pressure test (STPT) and track panel loading test (LTPT). Then, their results were compared with the numerical results. The results of numerical and field tests showed that the lateral stiffness of ballasted tracks significantly increased when there were lateral supports in ballasted tracks. Also, the track structure had a bilinear behavior. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ballasted%20railway" title="ballasted railway">ballasted railway</a>, <a href="https://publications.waset.org/abstracts/search?q=Lateral%20resistance" title=" Lateral resistance"> Lateral resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=railway%20buckling" title=" railway buckling"> railway buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=field%20and%20numerical%20studies" title=" field and numerical studies"> field and numerical studies</a> </p> <a href="https://publications.waset.org/abstracts/67093/field-investigating-the-effects-of-lateral-support-elements-on-lateral-resistance-of-ballasted-tracks-with-sharp-curves" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/67093.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">322</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">4374</span> Experımental Study of Structural Insulated Panel under Lateral Load</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20Abbasi">H. Abbasi</a>, <a href="https://publications.waset.org/abstracts/search?q=K.%20Sennah"> K. Sennah</a> </p> <p class="card-text"><strong>Abstract:</strong></p> A Structural Insulated Panel (SIP) is a structural element contains of foam insulation core sandwiched between two oriented-strand boards (OSB), plywood boards, steel sheets or fibre cement boards. Superior insulation, exceptional strength and fast insulation are the specifications of a SIP-based structure. There are also many other benefits such as less total construction costs, speed of construction, less expensive HVAC equipment required, favourable energy-efficient mortgages comparing to wood-framed houses. This paper presents the experimental analysis on selected foam-timber SIPs to study their structural behaviour when used as walls in residential construction under lateral loading. The experimental program has also taken several stud panels in order to compare the performance of SIP with conventional wood-frame system. The results of lateral tests performed in this study established a database that can be used further to develop design tables of SIP wall subjected to lateral loading caused by wind or earthquake. A design table for walls subjected to lateral loading was developed. Experimental results proved that the tested SIPs are ‘as good as’ the conventional wood-frame system. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=structural%20insulated%20panel" title="structural insulated panel">structural insulated panel</a>, <a href="https://publications.waset.org/abstracts/search?q=experimental%20study" title=" experimental study"> experimental study</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20load" title=" lateral load"> lateral load</a>, <a href="https://publications.waset.org/abstracts/search?q=design%20tables" title=" design tables"> design tables</a> </p> <a href="https://publications.waset.org/abstracts/1605/experimental-study-of-structural-insulated-panel-under-lateral-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/1605.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">316</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">4373</span> Simplified Equations for Rigidity and Lateral Deflection for Reinforced Concrete Cantilever Shear Walls </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Anas%20M.%20Fares">Anas M. Fares</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete shear walls are the most frequently used forms of lateral resisting structural elements. These walls may take many forms due to their functions and locations in the building. In Palestine, the most lateral resisting forces construction forms is the cantilever shear walls system. It is thus of prime importance to study the rigidity of these walls. The virtual work theorem is used to derive the total lateral deflection of cantilever shear walls due to flexural and shear deformation. The case of neglecting the shear deformation in the walls is also studied, and it is found that the wall height to length aspect ratio (H/B) plays a major role in calculating the lateral deflection and the rigidity of such walls. When the H/B is more than or equal to 3.7, the shear deformation may be neglected from the calculation of the lateral deflection. Moreover, the walls with the same material properties, same lateral load value, and same aspect ratio, shall have the same of both the lateral deflection and the rigidity. Finally, an equation to calculate the total rigidity and total deflection of such walls is derived by using the virtual work theorem for a cantilever beam. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cantilever%20shear%20walls" title="cantilever shear walls">cantilever shear walls</a>, <a href="https://publications.waset.org/abstracts/search?q=flexural%20deformation" title=" flexural deformation"> flexural deformation</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20deflection" title=" lateral deflection"> lateral deflection</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20loads" title=" lateral loads"> lateral loads</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20shear%20walls" title=" reinforced concrete shear walls"> reinforced concrete shear walls</a>, <a href="https://publications.waset.org/abstracts/search?q=rigidity" title=" rigidity"> rigidity</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20deformation" title=" shear deformation"> shear deformation</a>, <a href="https://publications.waset.org/abstracts/search?q=virtual%20work%20theorem" title=" virtual work theorem"> virtual work theorem</a> </p> <a href="https://publications.waset.org/abstracts/99514/simplified-equations-for-rigidity-and-lateral-deflection-for-reinforced-concrete-cantilever-shear-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/99514.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">219</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4372</span> Adhesion Performance According to Lateral Reinforcement Method of Textile</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jungbhin%20You">Jungbhin You</a>, <a href="https://publications.waset.org/abstracts/search?q=Taekyun%20Kim"> Taekyun Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Jongho%20Park"> Jongho Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Sungnam%20Hong"> Sungnam Hong</a>, <a href="https://publications.waset.org/abstracts/search?q=Sun-Kyu%20Park"> Sun-Kyu Park</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete has been mainly used in construction field because of excellent durability. However, it may lead to reduction of durability and safety due to corrosion of reinforcement steels according to damage of concrete surface. Recently, research of textile is ongoing to complement weakness of reinforced concrete. In previous research, only experiment of longitudinal length were performed. Therefore, in order to investigate the adhesion performance according to the lattice shape and the embedded length, the pull-out test was performed on the roving with parameter of the number of lateral reinforcement, the lateral reinforcement length and the lateral reinforcement spacing. As a result, the number of lateral reinforcement and the lateral reinforcement length did not significantly affect the load variation depending on the adhesion performance, and only the load analysis results according to the reinforcement spacing are affected. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=adhesion%20performance" title="adhesion performance">adhesion performance</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20reinforcement" title=" lateral reinforcement"> lateral reinforcement</a>, <a href="https://publications.waset.org/abstracts/search?q=pull-out%20test" title=" pull-out test"> pull-out test</a>, <a href="https://publications.waset.org/abstracts/search?q=textile" title=" textile"> textile</a> </p> <a href="https://publications.waset.org/abstracts/67487/adhesion-performance-according-to-lateral-reinforcement-method-of-textile" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/67487.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">358</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">4371</span> Investigation for the Mechanism of Lateral-Torsional Coupled Vibration of the Propulsion Shaft in a Ship</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hyungsuk%20Han">Hyungsuk Han</a>, <a href="https://publications.waset.org/abstracts/search?q=Soohong%20Jeon"> Soohong Jeon</a>, <a href="https://publications.waset.org/abstracts/search?q=Chungwon%20Lee"> Chungwon Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=YongHoon%20Kim"> YongHoon Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> When a rubber mount and flexible coupling are installed on the main engine, high torsional vibration can occur. The root cause of this high torsional vibration can be attributed to the lateral-torsional coupled vibration of the shaft system. Therefore, the lateral-torsional coupled vibration is investigated numerically after approximating the shaft system to a three-degrees-of-freedom Jeffcott rotor. To verify that the high torsional vibration is caused by the lateral-torsional coupled vibration, a test unit that can simulate this lateral-torsional coupled vibration occurring in the propulsion shaft is developed. Performing a vibration test with the test unit, it can be experimentally verified that the high torsional vibration occurring in the propulsion shaft of the particular ship was caused by the lateral-torsional coupled vibration. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jeffcott%20rotor" title="Jeffcott rotor">Jeffcott rotor</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral-torsional%20coupled%20vibration" title=" lateral-torsional coupled vibration"> lateral-torsional coupled vibration</a>, <a href="https://publications.waset.org/abstracts/search?q=propulsion%20shaft" title=" propulsion shaft"> propulsion shaft</a>, <a href="https://publications.waset.org/abstracts/search?q=stability" title=" stability"> stability</a> </p> <a href="https://publications.waset.org/abstracts/107458/investigation-for-the-mechanism-of-lateral-torsional-coupled-vibration-of-the-propulsion-shaft-in-a-ship" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/107458.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">227</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">4370</span> The Impact of Combined Loading on Lateral Capacity and Group Efficiency of Helical Piles</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hesham%20Hamdy%20Abdulmohsen">Hesham Hamdy Abdulmohsen</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20Shawky%20Abdel%20Aziz"> Ahmed Shawky Abdel Aziz</a>, <a href="https://publications.waset.org/abstracts/search?q=Mona%20Fawzy%20Aldaghma"> Mona Fawzy Aldaghma</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Helical piles have gained significant attention as efficient alternatives for deep foundations due to their rapid installation process and dual functionality in compression and tension. They experience various combinations of axial and lateral loads. While extensive research has explored helical pile behavior under individual axial or lateral loads, the effects of combined axial compression and lateral loads still need further study. This paper compares experimental and numerical (PLAXIS-3D) results for vertical helical-pile groups under combined loads. The study aims to clarify the impact of key factors, including helix location and lateral load direction, on the lateral capacity of helical-pile groups and, consequently, their overall efficiency. The study concludes that the lateral capacity of the helical-pile group significantly depends on the helix location within the pile shaft length. Optimal lateral performance occurs when helices are positioned at a depth ratio of H/L = 0.4. Furthermore, rectangular plan distribution groups exhibit greater lateral capacity when subjected to lateral loads aligned with their long axis. The presence of vertical compression loading enhances the lateral capacity of the group, with the specific enhancement depending on the value of the vertical compression load, lateral load direction, and helix location. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=experimental" title="experimental">experimental</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20model" title=" numerical model"> numerical model</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20loading" title=" lateral loading"> lateral loading</a>, <a href="https://publications.waset.org/abstracts/search?q=group%20efficiency" title=" group efficiency"> group efficiency</a>, <a href="https://publications.waset.org/abstracts/search?q=helical%20piles" title=" helical piles"> helical piles</a> </p> <a href="https://publications.waset.org/abstracts/190044/the-impact-of-combined-loading-on-lateral-capacity-and-group-efficiency-of-helical-piles" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/190044.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">40</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">4369</span> Lateral Cephalometric Radiograph to Determine Sex in Forensic Investigations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Paulus%20Maulana">Paulus Maulana</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Forensic identification is to help investigators determine a person's identity. Personal identification is often a problem in civil and criminal cases. Orthodontists like all other dental professionals can play a major role by maintaining lateral cephalogram and thus providing important or vital information or can clues to the legal authorities in order to help them in their search. Radiographic lateral cephalometry is a measurement method which focused on the anatomical points of human lateral skull. Sex determination is one of the most important aspects of the personal identification in forensic. Lateral cephalogram is a valuable tool in identification of sex as reveal morphological details of the skull on single radiograph. This present study evaluates the role of lateral cephalogram in identification of sex that parameters of lateral cephalogram are linear measurement and angle measurement. The linear measurements are N-S ( Anterior cranial length), Sna-Snp (Palatal plane length), Me-Go (menton-gonion), N-Sna ( Midfacial anterior height ), Sna-Me (Lower anterior face height), Co-Gn (total mandibular length). The angle measurements are SNA, SNB, ANB, Gonial, Interincical, and facial. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateral%20cephalometry" title="lateral cephalometry">lateral cephalometry</a>, <a href="https://publications.waset.org/abstracts/search?q=cephalogram" title=" cephalogram"> cephalogram</a>, <a href="https://publications.waset.org/abstracts/search?q=sex" title=" sex"> sex</a>, <a href="https://publications.waset.org/abstracts/search?q=forensic" title=" forensic"> forensic</a>, <a href="https://publications.waset.org/abstracts/search?q=parameter" title=" parameter"> parameter</a> </p> <a href="https://publications.waset.org/abstracts/74843/lateral-cephalometric-radiograph-to-determine-sex-in-forensic-investigations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/74843.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">190</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">4368</span> Stability of Concrete Moment Resisting Frames in View of Current Codes Requirements</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mahmoud%20A.%20Mahmoud">Mahmoud A. Mahmoud</a>, <a href="https://publications.waset.org/abstracts/search?q=Ashraf%20Osman"> Ashraf Osman</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, the different approaches currently followed by design codes to assess the stability of buildings utilizing concrete moment resisting frames structural system are evaluated. For such purpose, a parametric study was performed. It involved analyzing group of concrete moment resisting frames having different slenderness ratios (height/width ratios), designed for different lateral loads to vertical loads ratios and constructed using ordinary reinforced concrete and high strength concrete for stability check and overall buckling using code approaches and computer buckling analysis. The objectives were to examine the influence of such parameters that directly linked to frames’ lateral stiffness on the buildings’ stability and evaluates the code approach in view of buckling analysis results. Based on this study, it was concluded that, the most susceptible buildings to instability and magnification of second order effects are buildings having high aspect ratios (height/width ratio), having low lateral to vertical loads ratio and utilizing construction materials of high strength. In addition, the study showed that the instability limits imposed by codes are mainly mathematical to ensure reliable analysis not a physical ones and that they are in general conservative. Also, it has been shown that the upper limit set by one of the codes that second order moment for structural elements should be limited to 1.4 the first order moment is not justified, instead, the overall story check is more reliable. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20stability" title=" lateral stability"> lateral stability</a>, <a href="https://publications.waset.org/abstracts/search?q=p-delta" title=" p-delta"> p-delta</a>, <a href="https://publications.waset.org/abstracts/search?q=second%20order" title=" second order"> second order</a> </p> <a href="https://publications.waset.org/abstracts/48608/stability-of-concrete-moment-resisting-frames-in-view-of-current-codes-requirements" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/48608.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">257</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">4367</span> Numerical Analysis of Jet Grouting Strengthened Pile under Lateral Loading</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=Naeem%20Gholampoor"> Naeem Gholampoor</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Jet grouting strengthened pile (JPP) is one of composite piles used in soft ground improvement. It may improve the vertical and lateral bearing capacity effectively and it has been practically used in a considerable scale. In order to make a further research on load transfer mechanism of single JPP with and without cap under lateral loads, JPP is analyzed by means of FEM analysis. It is resulted that the JPP pile could improve lateral bearing capacity by compared with bored concrete pile which is higher for shorter pile and the biggest bending moment of JPP pile is located in the depth of around 48% of embedded length of the pile. Meanwhile, increase of JPP pile length causes to increase of peak mobilized bending moment. Also, by cap addition, JPP piles will have a much higher lateral bearing capacity and increasing in cohesion of soil layer resulted to increase of lateral bearing capacity of JPP pile. In addition, the numerical results basically coincide with the experimental results presented by other researchers. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bending%20moment" title="bending moment">bending moment</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM%20analysis" title=" FEM analysis"> FEM analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=JPP%20pile" title=" JPP pile"> JPP pile</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20bearing%20capacity" title=" lateral bearing capacity"> lateral bearing capacity</a> </p> <a href="https://publications.waset.org/abstracts/48319/numerical-analysis-of-jet-grouting-strengthened-pile-under-lateral-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/48319.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">326</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">4366</span> Elastic Deformation of Multistory RC Frames under Lateral Loads</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hamdy%20Elgohary">Hamdy Elgohary</a>, <a href="https://publications.waset.org/abstracts/search?q=Majid%20Assas"> Majid Assas</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Estimation of lateral displacement and interstory drifts represent a major step in multistory frames design. In the preliminary design stage, it is essential to perform a fast check for the expected values of lateral deformations. This step will help to ensure the compliance of the expected values with the design code requirements. Also, in some cases during or after the detailed design stage, it may be required to carry fast check of lateral deformations by design reviewer. In the present paper, a parametric study is carried out on the factors affecting in the lateral displacements of multistory frame buildings. Based on the results of the parametric study, simplified empirical equations are recommended for the direct determination of the lateral deflection of multistory frames. The results obtained using the recommended equations have been compared with the results obtained by finite element analysis. The comparison shows that the proposed equations lead to good approximation for the estimation of lateral deflection of multistory RC frame buildings. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateral%20deflection" title="lateral deflection">lateral deflection</a>, <a href="https://publications.waset.org/abstracts/search?q=interstory%20drift" title=" interstory drift"> interstory drift</a>, <a href="https://publications.waset.org/abstracts/search?q=approximate%20analysis" title=" approximate analysis"> approximate analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=multistory%20frames" title=" multistory frames"> multistory frames</a> </p> <a href="https://publications.waset.org/abstracts/45019/elastic-deformation-of-multistory-rc-frames-under-lateral-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/45019.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">271</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">4365</span> Testing of Infill Walls with Joint Reinforcement Subjected to in Plane Lateral Load</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=J.%20Martin%20Leal-Graciano">J. Martin Leal-Graciano</a>, <a href="https://publications.waset.org/abstracts/search?q=Juan%20J.%20P%C3%A9rez-Gavil%C3%A1n"> Juan J. Pérez-Gavilán</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Reyes-Salazar"> A. Reyes-Salazar</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20H.%20Castorena"> J. H. Castorena</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20L.%20Rivera-Salas"> J. L. Rivera-Salas</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The experimental results about the global behavior of twelve 1:2 scaled reinforced concrete frame subject to in-plane lateral load are presented. The main objective was to generate experimental evidence about the use of steel bars within mortar bed-joints as shear reinforcement in infill walls. Similar to the Canadian and New Zealand standards, the Mexican code includes specifications for this type of reinforcement. However, these specifications were obtained through experimental studies of load-bearing walls, mainly confined walls. Little information is found in the existing literature about the effects of joint reinforcement on the seismic behavior of infill masonry walls. Consequently, the Mexican code establishes the same equations to estimate the contribution of joint reinforcement for both confined walls and infill walls. A confined masonry construction and a reinforced concrete frame infilled with masonry walls have similar appearances. However, substantial differences exist between these two construction systems, which are mainly related to the sequence of construction and to how these structures support vertical and lateral loads. To achieve the objective established, ten reinforced concrete frames with masonry infill walls were built and tested in pairs, having both specimens in the pair identical characteristics except that one of them included joint reinforcement. The variables between pairs were the type of units, the size of the columns of the frame and the aspect ratio of the wall. All cases included tie-columns and tie-beams on the perimeter of the wall to anchor the joint reinforcement. Also, two bare frame with identical characteristic to the infilled frames were tested. The purpose was to investigate the effects of the infill wall on the behavior of the system to in-plane lateral load. In addition, the experimental results were compared with the prediction of the Mexican code. All the specimens were tested in cantilever under reversible cyclic lateral load. To simulate gravity load, constant vertical load was applied on the top of the columns. The results indicate that the contribution of the joint reinforcement to lateral strength depends on the size of the columns of the frame. Larger size columns produce a failure mode that is predominantly a sliding mode. Sliding inhibits the production of new inclined cracks, which are necessary to activate (deform) the joint reinforcement. Regarding the effects of joint reinforcement in the performance of confined masonry walls, many facts were confirmed for infill walls: this type of reinforcement increases the lateral strength of the wall, produces a more distributed cracking and reduces the width of the cracks. Moreover, it reduces the ductility demand of the system at maximum strength. The prediction of the lateral strength provided by the Mexican code is property in some cases; however, the effect of the size of the columns on the contribution of joint reinforcement needs to be better understood. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=experimental%20study" title="experimental study">experimental study</a>, <a href="https://publications.waset.org/abstracts/search?q=Infill%20wall" title=" Infill wall"> Infill wall</a>, <a href="https://publications.waset.org/abstracts/search?q=Infilled%20frame" title=" Infilled frame"> Infilled frame</a>, <a href="https://publications.waset.org/abstracts/search?q=masonry%20wall" title=" masonry wall"> masonry wall</a> </p> <a href="https://publications.waset.org/abstracts/167872/testing-of-infill-walls-with-joint-reinforcement-subjected-to-in-plane-lateral-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/167872.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">77</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4364</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">4363</span> Experimental Study of Infill Walls with Joint Reinforcement Subjected to In-Plane Lateral Load</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=J.%20Martin%20Leal-Graciano">J. Martin Leal-Graciano</a>, <a href="https://publications.waset.org/abstracts/search?q=Juan%20J.%20P%C3%A9rez-Gavil%C3%A1n"> Juan J. Pérez-Gavilán</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Reyes-Salazar"> A. Reyes-Salazar</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20H.%20Castorena"> J. H. Castorena</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20L.%20Rivera-Salas"> J. L. Rivera-Salas</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The experimental results about the global behavior of twelve 1:2 scaled reinforced concrete frames subject to in-plane lateral load are presented. The main objective was to generate experimental evidence about the use of steel bars within mortar bed joints as shear reinforcement in infill walls. Similar to the Canadian and New Zealand standards, the Mexican code includes specifications for this type of reinforcement. However, these specifications were obtained through experimental studies of load-bearing walls, mainly confined walls. Little information is found in the existing literature about the effects of joint reinforcement on the seismic behavior of infill masonry walls. Consequently, the Mexican code establishes the same equations to estimate the contribution of joint reinforcement for both confined walls and infill walls. Confined masonry construction and a reinforced concrete frame infilled with masonry walls have similar appearances. However, substantial differences exist between these two construction systems, which are mainly related to the sequence of construction and to how these structures support vertical and lateral loads. To achieve the objective established, ten reinforced concrete frames with masonry infill walls were built and tested in pairs, having both specimens in the pair identical characteristics except that one of them included joint reinforcement. The variables between pairs were the type of units, the size of the columns of the frame, and the aspect ratio of the wall. All cases included tie columns and tie beams on the perimeter of the wall to anchor the joint reinforcement. Also, two bare frames with identical characteristics to the infilled frames were tested. The purpose was to investigate the effects of the infill wall on the behavior of the system to in-plane lateral load. In addition, the experimental results were compared with the prediction of the Mexican code. All the specimens were tested in a cantilever under reversible cyclic lateral load. To simulate gravity load, constant vertical load was applied on the top of the columns. The results indicate that the contribution of the joint reinforcement to lateral strength depends on the size of the columns of the frame. Larger size columns produce a failure mode that is predominantly a sliding mode. Sliding inhibits the production of new inclined cracks, which are necessary to activate (deform) the joint reinforcement. Regarding the effects of joint reinforcement in the performance of confined masonry walls, many facts were confirmed for infill walls. This type of reinforcement increases the lateral strength of the wall, produces a more distributed cracking, and reduces the width of the cracks. Moreover, it reduces the ductility demand of the system at maximum strength. The prediction of the lateral strength provided by the Mexican code is a property in some cases; however, the effect of the size of the columns on the contribution of joint reinforcement needs to be better understood. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=experimental%20study" title="experimental study">experimental study</a>, <a href="https://publications.waset.org/abstracts/search?q=infill%20wall" title=" infill wall"> infill wall</a>, <a href="https://publications.waset.org/abstracts/search?q=infilled%20frame" title=" infilled frame"> infilled frame</a>, <a href="https://publications.waset.org/abstracts/search?q=masonry%20wall" title=" masonry wall"> masonry wall</a> </p> <a href="https://publications.waset.org/abstracts/141876/experimental-study-of-infill-walls-with-joint-reinforcement-subjected-to-in-plane-lateral-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/141876.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">175</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">4362</span> Mortar Positioning Effects on Uniaxial Compression Behavior in Hollow Concrete Block Masonry</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jos%C3%A9%20%C3%81lvarez%20P%C3%A9rez">José Álvarez Pérez</a>, <a href="https://publications.waset.org/abstracts/search?q=Ram%C3%B3n%20Garc%C3%ADa%20Cede%C3%B1o"> Ramón García Cedeño</a>, <a href="https://publications.waset.org/abstracts/search?q=Gerardo%20Fajardo-San%20Miguel"> Gerardo Fajardo-San Miguel</a>, <a href="https://publications.waset.org/abstracts/search?q=Jorge%20H.%20Ch%C3%A1vez%20G%C3%B3mez"> Jorge H. Chávez Gómez</a>, <a href="https://publications.waset.org/abstracts/search?q=Franco%20A.%20Carpio%20Santamar%C3%ADa"> Franco A. Carpio Santamaría</a>, <a href="https://publications.waset.org/abstracts/search?q=Milena%20Mesa%20Lavista"> Milena Mesa Lavista</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The uniaxial compressive strength and modulus of elasticity in hollow concrete block masonry (HCBM) represent key mechanical properties for structural design considerations. These properties are obtained through experimental tests conducted on prisms or wallettes and depend on various factors, with the HCB contributing significantly to overall strength. One influential factor in the compressive behaviour of masonry is the thickness and method of mortar placement. Mexican regulations stipulate mortar placement over the entire net area (full-shell) for strength computation based on the gross area. However, in professional practice, there's a growing trend to place mortar solely on the lateral faces. Conversely, the United States of America standard dictates mortar placement and computation over the net area of HCB. The Canadian standard specifies mortar placement solely on the lateral face (Face-Shell-Bedding), where computation necessitates the use of the effective load area, corresponding to the mortar's placement area. This research aims to evaluate the influence of different mortar placement methods on the axial compression behaviour of HCBM. To achieve this, an experimental campaign was conducted, including: (1) 10 HCB specimens with mortar on the entire net area, (2) 10 HCB specimens with mortar placed on the lateral faces, (3) 10 prisms of 2-course HCB under axial compression with mortar in full-shell, (4) 10 prisms of 2-course HCB under axial compression with mortar in face-shell-bedding, (5) 10 prisms of 3-course HCB under axial compression with mortar in full-shell, (6) 10 prisms of 3-course HCB under axial compression with mortar in face-shell-bedding, (7) 10 prisms of 4-course HCB under axial compression with mortar in full-shell, and, (8) 10 prisms of 4-course HCB under axial compression with mortar in face-shell-bedding. A combination of sulphur and fly ash in a 2:1 ratio was used for the capping material, meeting the average compressive strength requirement of over 35 MPa as per NMX-C-036 standards. Additionally, a mortar with a strength of over 17 MPa was utilized for the prisms. The results indicate that prisms with mortar placed over the full-shell exhibit higher strength compared to those with mortar over the face-shell-bedding. However, the elastic modulus was lower for prisms with mortar placement over the full-shell compared to face-shell bedding. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=masonry" title="masonry">masonry</a>, <a href="https://publications.waset.org/abstracts/search?q=hollow%20concrete%20blocks" title=" hollow concrete blocks"> hollow concrete blocks</a>, <a href="https://publications.waset.org/abstracts/search?q=mortar%20placement" title=" mortar placement"> mortar placement</a>, <a href="https://publications.waset.org/abstracts/search?q=prisms%20tests" title=" prisms tests"> prisms tests</a> </p> <a href="https://publications.waset.org/abstracts/179332/mortar-positioning-effects-on-uniaxial-compression-behavior-in-hollow-concrete-block-masonry" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/179332.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">61</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4361</span> Effect of Strength Class of Concrete and Curing Conditions on Capillary Absorption of Self-Compacting and Conventional Concrete</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Emine%20Ebru%20Demirci">Emine Ebru Demirci</a>, <a href="https://publications.waset.org/abstracts/search?q=Remzi%20%C5%9Eahin"> Remzi Şahin</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The purpose of this study is to compare Self Compacting Concrete (SCC) and Conventional Concrete (CC), which are used in beams with dense reinforcement, in terms of their capillary absorption. During the comparison of SCC and CC, the effects of two different factors were also investigated: concrete strength class and curing condition. In the study, both SCC and CC were produced in three different concrete classes (C25, C50 and C70) and the other parameter (i.e curing condition) was determined as two levels: moisture and air curing. Beam dimensions were determined to be 200 x 250 x 3000 mm. Reinforcements of the beams were calculated and placed as 2ø12 for the top and 3ø12 for the bottom. Stirrups with dimension 8 mm were used as lateral rebar and stirrup distances were chosen as 10 cm in the confinement zone and 15 cm at the central zone. In this manner, densification of rebars in lateral cross-sections of beams and handling of SCC in real conditions were aimed. Concrete covers of the rebars were chosen to be equal in all directions as 25 mm. The capillary absorption measurements were performed on core samples taken from the beams. Core samples of ø8x16 cm were taken from the beginning (0-100 cm), middle (100-200 cm) and end (200-300 cm) region of the beams according to the casting direction of SCC. However core samples were taken from lateral surface of the beams. In the study, capillary absorption experiments were performed according to Turkish Standard TS EN 13057. It was observed that, for both curing environments and all strength classes of concrete, SCC’s had lower capillary absorption values than that of CC’s. The capillary absorption values of C25 class of SCC are 11% and 16% lower than that of C25 class of CC for air and moisture conditions, respectively. For C50 class, these decreases were 6% and 18%, while for C70 class, they were 16% and 9%, respectively. It was also detected that, for both SCC and CC, capillary absorption values of samples kept in moisture curing are significantly lower than that of samples stored in air curing. For CC’s; C25, C50 and C70 class moisture-cured samples were found to have 26%, 12% and 31% lower capillary absorption values, respectively, when compared to the air-cured ones. For SCC’s; these values were 30%, 23% and 24%, respectively. Apart from that, it was determined that capillary absorption values for both SCC and CC decrease with increasing strength class of concrete for both curing environments. It was found that, for air cured CC, C50 and C70 class of concretes had 39% and 63% lower capillary absorption values compared to the C25 class of concrete. For the same type of concrete samples cured in the moisture environment, these values were found to be 27% and 66%. It was found that for SCC samples, capillary absorption value of C50 and C70 concretes, which were kept in air curing, were 35% and 65% lower than that of C25, while for moisture-cured samples these values were 29% and 63%, respectively. When standard deviations of the capillary absorption values are compared for core samples obtained from the beginning, middle and end of the CC and SCC beams, it was found that, in all three strength classes of concrete, the variation is much smaller for SCC than CC. This demonstrated that SCC’s had more uniform character than CC’s. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=self%20compacting%20concrete" title="self compacting concrete">self compacting concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20beam" title=" reinforced concrete beam"> reinforced concrete beam</a>, <a href="https://publications.waset.org/abstracts/search?q=capillary%20absorption" title=" capillary absorption"> capillary absorption</a>, <a href="https://publications.waset.org/abstracts/search?q=strength%20class" title=" strength class"> strength class</a>, <a href="https://publications.waset.org/abstracts/search?q=curing%20condition" title=" curing condition"> curing condition</a> </p> <a href="https://publications.waset.org/abstracts/14709/effect-of-strength-class-of-concrete-and-curing-conditions-on-capillary-absorption-of-self-compacting-and-conventional-concrete" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/14709.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">370</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4360</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">4359</span> On the Evaluation of Critical Lateral-Torsional Buckling Loads of Monosymmetric Beam-Columns</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=T.%20Yilmaz">T. Yilmaz</a>, <a href="https://publications.waset.org/abstracts/search?q=N.%20Kirac"> N. Kirac</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Beam-column elements are defined as structural members subjected to a combination of axial and bending forces. Lateral torsional buckling is one of the major failure modes in which beam-columns that are bent about its strong axis may buckle out of the plane by deflecting laterally and twisting. This study presents a compact closed-form equation that it can be used for calculating critical lateral torsional-buckling load of beam-columns with monosymmetric sections in the presence of a known axial load. Lateral-torsional buckling behavior of beam-columns subjected to constant axial force and various transverse load cases are investigated by using Ritz method in order to establish proposed equation. Lateral-torsional buckling loads calculated by presented formula are compared to finite element model results. ABAQUS software is utilized to generate finite element models of beam-columns. It is found out that lateral-torsional buckling load of beam-columns with monosymmetric sections can be determined by proposed equation and can be safely used in design. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateral-torsional%20buckling" title="lateral-torsional buckling">lateral-torsional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=stability" title=" stability"> stability</a>, <a href="https://publications.waset.org/abstracts/search?q=beam-column" title=" beam-column"> beam-column</a>, <a href="https://publications.waset.org/abstracts/search?q=monosymmetric%20section" title=" monosymmetric section"> monosymmetric section</a> </p> <a href="https://publications.waset.org/abstracts/51595/on-the-evaluation-of-critical-lateral-torsional-buckling-loads-of-monosymmetric-beam-columns" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/51595.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">324</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">4358</span> Effect of Site Amplification on Seismic Safety Evaluation of Flyover Pier</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Raihan%20Mukhlis">Mohammad Raihan Mukhlis</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Abdur%20Rahman%20Bhuiyan"> M. Abdur Rahman Bhuiyan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Bangladesh is a developing country in which a lot of multi-span simply/continuous supported flyovers are being constructed in its major cities. Being situated in a seismically active region, seismic safety evaluation of flyovers is essential for seismic risk reduction. Effects of site amplification on seismic safety evaluation of flyover piers are the main concern of this study. In this regard, failure mode, lateral strength and displacement ductility of piers of a typical multi-span simply supported flyover have been evaluated by Japan Road Association (JRA) recommended guidelines, with and without considering site amplification. Ultimate flexural strengths of piers have been computed using the pushover analysis results. Shear capacity of piers has been calculated using the guidelines of JRA. Lateral strengths have been determined depending on the failure modes of the piers. Displacement ductility of piers has been computed using yield and ultimate displacements of the piers obtained from the pushover analysis results. Selected earthquake time history is used in seismic safety evaluation of the flyover piers. Finally, the ductility design method is used to conduct the seismic safety evaluation of the piers with and without considering site amplification. From the numerical results, it has been revealed that the effects of site amplification on seismic safety evaluation of bridge structures should be carefully taken into account. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=displacement%20ductility" title="displacement ductility">displacement ductility</a>, <a href="https://publications.waset.org/abstracts/search?q=flyover%20pier" title=" flyover pier"> flyover pier</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20strength" title=" lateral strength"> lateral strength</a>, <a href="https://publications.waset.org/abstracts/search?q=safety%20evaluation" title=" safety evaluation"> safety evaluation</a>, <a href="https://publications.waset.org/abstracts/search?q=site%20amplification" title=" site amplification"> site amplification</a> </p> <a href="https://publications.waset.org/abstracts/98971/effect-of-site-amplification-on-seismic-safety-evaluation-of-flyover-pier" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/98971.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">170</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4357</span> A Methodology of Testing Beam to Column Connection under Lateral Impact Load</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Al-Rifaie">A. Al-Rifaie</a>, <a href="https://publications.waset.org/abstracts/search?q=Z.%20W.%20Guan"> Z. W. Guan</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20W.%20Jones"> S. W. Jones</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Beam to column connection can be considered as the most important structural part that affects the response of buildings to progressive collapse. However, many studies were conducted to investigate the beam to column connection under accidental loads such as fire, blast and impact load to investigate the connection response. The study is a part of a PhD plan to investigate different types of connections under lateral impact load. The conventional test setups, such as cruciform setup, were designed to apply shear forces and bending moment on the connection, whilst, in the lateral impact case, the connection is subjected to combined tension and moment. Hence, a review is presented to introduce the previous test setup that is used to investigate the connection behaviour. Then, the design and fabrication of the novel test setup is presented. Finally, some trial test results to investigate the efficiency of the proposed setup are discussed. The final results indicate that the setup was efficient in terms of the simplicity and strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=connections" title="connections">connections</a>, <a href="https://publications.waset.org/abstracts/search?q=impact%20load" title=" impact load"> impact load</a>, <a href="https://publications.waset.org/abstracts/search?q=drop%20hammer" title=" drop hammer"> drop hammer</a>, <a href="https://publications.waset.org/abstracts/search?q=testing%20methods" title=" testing methods"> testing methods</a> </p> <a href="https://publications.waset.org/abstracts/76082/a-methodology-of-testing-beam-to-column-connection-under-lateral-impact-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/76082.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">298</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4356</span> Finite Element Analysis of Reinforced Structural Walls</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mintesinot%20Teshome%20Mengsha">Mintesinot Teshome Mengsha</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete structural walls are provided in structures to decrease horizontal displacements under seismic loads. The cyclic lateral load resistance capacity of a structural wall is controlled by two parameters, the strength and the ductility; it is better to have the shear strength somewhat greater than the compression to prevent shear failure, which is brittle, sudden and of serious consequence. Due to architectural and functional reasons, small openings are provided in this important structural part. The main objective of this study is to investigate the finite element of RC structural walls with small openings subjected to cyclic load using the finite element approach. The experimental results in terms of load capacity, failure mode, crack pattern, flexural strength, shear strength, and deformation capacity. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ABAQUS" title="ABAQUS">ABAQUS</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20method" title=" finite element method"> finite element method</a>, <a href="https://publications.waset.org/abstracts/search?q=small%20openings" title=" small openings"> small openings</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20structural%20walls" title=" reinforced concrete structural walls"> reinforced concrete structural walls</a> </p> <a href="https://publications.waset.org/abstracts/186309/finite-element-analysis-of-reinforced-structural-walls" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/186309.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">56</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">4355</span> An Approximate Lateral-Torsional Buckling Mode Function for Cantilever I-Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20Ozbasaran">H. Ozbasaran</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Lateral torsional buckling is a global stability loss which should be considered in the design of slender structural members under flexure about their strong axis. It is possible to compute the load which causes lateral torsional buckling of a beam by finite element analysis, however, closed form equations are needed in engineering practice. Such equations can be obtained by using energy method. Unfortunately, this method has a vital drawback. In lateral torsional buckling applications of energy method, a proper function for the critical lateral torsional buckling mode should be chosen which can be thought as the variation of twisting angle along the buckled beam. The accuracy of the results depends on how close is the chosen function to the exact mode. Since critical lateral torsional buckling mode of the cantilever I-beams varies due to material properties, section properties, and loading case, the hardest step is to determine a proper mode function. This paper presents an approximate function for critical lateral torsional buckling mode of doubly symmetric cantilever I-beams. Coefficient matrices are calculated for the concentrated load at the free end, uniformly distributed load and constant moment along the beam cases. Critical lateral torsional buckling modes obtained by presented function and exact solutions are compared. It is found that the modes obtained by presented function coincide with differential equation solutions for considered loading cases. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling%20mode" title="buckling mode">buckling mode</a>, <a href="https://publications.waset.org/abstracts/search?q=cantilever" title=" cantilever"> cantilever</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral-torsional%20buckling" title=" lateral-torsional buckling"> lateral-torsional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=I-beam" title=" I-beam"> I-beam</a> </p> <a href="https://publications.waset.org/abstracts/34077/an-approximate-lateral-torsional-buckling-mode-function-for-cantilever-i-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/34077.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">368</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">4354</span> Modified Side Plate Design to Suppress Lateral Torsional Buckling of H-Beam for Seismic Application</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Erwin">Erwin</a>, <a href="https://publications.waset.org/abstracts/search?q=Cheng-Cheng%20Chen"> Cheng-Cheng Chen</a>, <a href="https://publications.waset.org/abstracts/search?q=Charles%20J.%20Salim"> Charles J. Salim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> One of the method to solve the lateral torsional buckling (LTB) problem is by using side plates to increased the buckling resistance of the beam. Some modifications in designing the side plates are made in this study to simplify the construction in the field and reduce the cost. At certain region, side plates are not added: (1) At the beam end to preserve some spaces for bolt installation, but the beam is strengthened by adding cover plate at both flanges and (2) at the middle span of the beam where the moment is smaller. Three small scale full span beam specimens are tested under cyclic loading to investigate the LTB resistant and the ductility of the proposed design method. Test results show that the LTB deformation can be effectively suppressed and very high ductility level can be achieved. Following the test, a finite element analysis (FEA) model is established and is verified using the test results. An intensive parametric study is conducted using the established FEA model. The analysis reveals that the length of side plates is the most important parameter determining the performance of the beam and the required side plates length is determined by some parameters which are (1) beam depth to flange width ratio, (2) beam slenderness ratio (3) strength and thickness of the side plates, (4) compactness of beam web and flange, and (5) beam yield strength. At the end of the paper, a design formula to calculate the required side plate length is suggested. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cover%20plate" title="cover plate">cover plate</a>, <a href="https://publications.waset.org/abstracts/search?q=earthquake%20resistant%20design" title=" earthquake resistant design"> earthquake resistant design</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20torsional%20buckling" title=" lateral torsional buckling"> lateral torsional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=side%20plate" title=" side plate"> side plate</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20structure" title=" steel structure"> steel structure</a> </p> <a href="https://publications.waset.org/abstracts/96206/modified-side-plate-design-to-suppress-lateral-torsional-buckling-of-h-beam-for-seismic-application" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/96206.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">175</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">4353</span> Nonlinear Response of Tall Reinforced Concrete Shear Wall Buildings under Wind Loads</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mahtab%20Abdollahi%20Sarvi">Mahtab Abdollahi Sarvi</a>, <a href="https://publications.waset.org/abstracts/search?q=Siamak%20Epackachi"> Siamak Epackachi</a>, <a href="https://publications.waset.org/abstracts/search?q=Ali%20Imanpour"> Ali Imanpour</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete shear walls are commonly used as the lateral load-resisting system of mid- to high-rise office or residential buildings around the world. Design of such systems is often governed by wind rather than seismic effects, in particular in low-to-moderate seismic regions. The current design philosophy as per the majority of building codes under wind loads require elastic response of lateral load-resisting systems including reinforced concrete shear walls when subjected to the rare design wind load, resulting in significantly large wall sections needed to meet strength requirements and drift limits. The latter can highly influence the design in upper stories due to stringent drift limits specified by building codes, leading to substantial added costs to the construction of the wall. However, such walls may offer limited to moderate over-strength and ductility due to their large reserve capacity provided that they are designed and detailed to appropriately develop such over-strength and ductility under extreme wind loads. This would significantly contribute to reducing construction time and costs, while maintaining structural integrity under gravity and frequently-occurring and less frequent wind events. This paper aims to investigate the over-strength and ductility capacity of several imaginary office buildings located in Edmonton, Canada with a glance at earthquake design philosophy. Selected models are 10- to 25-story buildings with three types of reinforced concrete shear wall configurations including rectangular, barbell, and flanged. The buildings are designed according to National Building Code of Canada. Then fiber-based numerical models of the walls are developed in Perform 3D and by conducting nonlinear static (pushover) analysis, lateral nonlinear behavior of the walls are evaluated. Ductility and over-strength of the structures are obtained based on the results of the pushover analyses. The results confirmed moderate nonlinear capacity of reinforced concrete shear walls under extreme wind loads. This is while lateral displacements of the walls pass the serviceability limit states defined in Pre standard for Performance-Based Wind Design (ASCE). The results indicate that we can benefit the limited nonlinear response observed in the reinforced concrete shear walls to economize the design of such systems under wind loads. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=concrete%20shear%20wall" title="concrete shear wall">concrete shear wall</a>, <a href="https://publications.waset.org/abstracts/search?q=high-rise%20buildings" title=" high-rise buildings"> high-rise buildings</a>, <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20static%20analysis" title=" nonlinear static analysis"> nonlinear static analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=response%20modification%20factor" title=" response modification factor"> response modification factor</a>, <a href="https://publications.waset.org/abstracts/search?q=wind%20load" title=" wind load"> wind load</a> </p> <a href="https://publications.waset.org/abstracts/136783/nonlinear-response-of-tall-reinforced-concrete-shear-wall-buildings-under-wind-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/136783.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">107</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">4352</span> A Parametric Study on Lateral Torsional Buckling of European IPN and IPE Cantilevers</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20Ozbasaran">H. Ozbasaran</a> </p> <p class="card-text"><strong>Abstract:</strong></p> IPN and IPE sections, which are commonly used European I shapes, are widely used in steel structures as cantilever beams to support overhangs. A considerable number of studies exist on calculating lateral torsional buckling load of I sections. However, most of them provide series solutions or complex closed-form equations. In this paper, a simple equation is presented to calculate lateral torsional buckling load of IPN and IPE section cantilever beams. First, differential equation of lateral torsional buckling is solved numerically for various loading cases. Then a parametric study is conducted on results to present an equation for lateral torsional buckling load of European IPN and IPE beams. Finally, results obtained by presented equation are compared to differential equation solutions and finite element model results. ABAQUS software is utilized to generate finite element models of beams. It is seen that the results obtained from presented equation coincide with differential equation solutions and ABAQUS software results. It can be suggested that presented formula can be safely used to calculate critical lateral torsional buckling load of European IPN and IPE section cantilevers. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cantilever" title="cantilever">cantilever</a>, <a href="https://publications.waset.org/abstracts/search?q=IPN" title=" IPN"> IPN</a>, <a href="https://publications.waset.org/abstracts/search?q=IPE" title=" IPE"> IPE</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20torsional%20buckling" title=" lateral torsional buckling"> lateral torsional buckling</a> </p> <a href="https://publications.waset.org/abstracts/8135/a-parametric-study-on-lateral-torsional-buckling-of-european-ipn-and-ipe-cantilevers" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/8135.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">540</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=lateral%20strength&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=lateral%20strength&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=lateral%20strength&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=lateral%20strength&page=5">5</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=lateral%20strength&page=6">6</a></li> <li class="page-item"><a class="page-link" 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