CINXE.COM

<!DOCTYPE html> <html lang="en" dir="ltr"> <head>  <script async src="https://www.googletagmanager.com/gtag/js?id=G-P63WKM1TM1"></script> <script> window.dataLayer = window.dataLayer || []; function gtag(){dataLayer.push(arguments);} gtag('js', new Date()); gtag('config', 'G-P63WKM1TM1'); </script>  <script type="text/javascript" > (function(m,e,t,r,i,k,a){m[i]=m[i]||function(){(m[i].a=m[i].a||[]).push(arguments)}; m[i].l=1*new Date(); for (var j = 0; j < document.scripts.length; j++) {if (document.scripts[j].src === r) { return; }} k=e.createElement(t),a=e.getElementsByTagName(t)[0],k.async=1,k.src=r,a.parentNode.insertBefore(k,a)}) (window, document, "script", "https://mc.yandex.ru/metrika/tag.js", "ym"); ym(55165297, "init", { clickmap:false, trackLinks:true, accurateTrackBounce:true, webvisor:false }); </script> <noscript><div><img src="https://mc.yandex.ru/watch/55165297" style="position:absolute; left:-9999px;" alt="" /></div></noscript>    <title>Search results for: moment resisting frames</title> <meta name="description" content="Search results for: moment resisting frames"> <meta name="keywords" content="moment resisting frames"> <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 navbar-toggler ml-auto" type="button" data-toggle="collapse" data-target="#navbarMenu" aria-controls="navbarMenu" aria-expanded="false" aria-label="Toggle navigation"> <span class="navbar-toggler-icon"></span> </button> <div class="w-100"> <div class="d-none d-lg-flex flex-row-reverse"> <form method="get" action="https://waset.org/search" class="form-inline my-2 my-lg-0"> <input class="form-control mr-sm-2" type="search" placeholder="Search Conferences" value="moment resisting frames" name="q" aria-label="Search"> <button class="btn btn-light my-2 my-sm-0" type="submit"><i class="fas fa-search"></i></button> </form> </div> <div class="collapse navbar-collapse mt-1" id="navbarMenu"> <ul class="navbar-nav ml-auto align-items-center" id="mainNavMenu"> <li class="nav-item"> <a class="nav-link" href="https://waset.org/conferences" title="Conferences in 2024/2025/2026">Conferences</a> </li> <li class="nav-item"> <a class="nav-link" href="https://waset.org/disciplines" title="Disciplines">Disciplines</a> </li> <li class="nav-item"> <a class="nav-link" href="https://waset.org/committees" rel="nofollow">Committees</a> </li> <li class="nav-item dropdown"> <a class="nav-link dropdown-toggle" href="#" id="navbarDropdownPublications" role="button" data-toggle="dropdown" aria-haspopup="true" aria-expanded="false"> Publications </a> <div class="dropdown-menu" aria-labelledby="navbarDropdownPublications"> <a class="dropdown-item" href="https://publications.waset.org/abstracts">Abstracts</a> <a class="dropdown-item" href="https://publications.waset.org">Periodicals</a> <a class="dropdown-item" href="https://publications.waset.org/archive">Archive</a> </div> </li> <li class="nav-item"> <a class="nav-link" href="https://waset.org/page/support" title="Support">Support</a> </li> </ul> </div> </div> </nav> </div> </header> <main> <div class="container mt-4"> <div class="row"> <div class="col-md-9 mx-auto"> <form method="get" 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="moment resisting frames"> <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> 1301</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: moment resisting frames</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1301</span> Effect of Adding Horizontal Steel Bracing System to Ordinary Moment Steel Frames Subjected to Wind Load</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yousef%20Al-Qaryouti">Yousef Al-Qaryouti</a>, <a href="https://publications.waset.org/abstracts/search?q=Besan%20Alagawani"> Besan Alagawani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The main concern of this study is to evaluate the effect of adding horizontal steel bracing system to ordinary moment resisting steel frames subjected to wind load. Similar frames without bracing systems are also to be compared. A general analytical study was carried out to obtain the influence of such system in resisting wind load. Linear static analysis has been carried out using ETABS software by applying fixed wind load defined according to ASCE7-10 for three-, six-, nine-, and twelve-story ordinary moment steel frame buildings including and not including horizontal steel bracing system. The results showed that the lateral drift due to wind load decreased by adding horizontal bracing system. Also, the results show that effect of such system is more efficient to low-rise buildings. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=horizontal%20bracing%20system" title="horizontal bracing system">horizontal bracing system</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20moment%20frames" title=" steel moment frames"> steel moment frames</a>, <a href="https://publications.waset.org/abstracts/search?q=wind%20load%20resisting%20system" title=" wind load resisting system"> wind load resisting system</a>, <a href="https://publications.waset.org/abstracts/search?q=linear%20static%20analysis" title=" linear static analysis"> linear static analysis</a> </p> <a href="https://publications.waset.org/abstracts/52051/effect-of-adding-horizontal-steel-bracing-system-to-ordinary-moment-steel-frames-subjected-to-wind-load" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/52051.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">287</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">1300</span> Response Reduction Factor for Earthquake Resistant Design of Special Moment Resisting Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Rohan%20V.%20Ambekar">Rohan V. Ambekar</a>, <a href="https://publications.waset.org/abstracts/search?q=Shrirang%20N.%20Tande"> Shrirang N. Tande</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The present study estimates the seismic response reduction factor (R) of reinforced concrete special moment resisting frame (SMRF) with and without shear wall using static nonlinear (pushover) analysis. Calculation of response reduction factor (R) is done as per the new formulation of response reduction factor (R) given by Applied Technology Council (ATC)-19 which is the product of strength factor (Rs), ductility factor (Rµ) and redundancy factor (RR). The analysis revealed that these three factors affect the actual value of response reduction factor (R) and therefore they must be taken into consideration while determining the appropriate response reduction factor to be used during the seismic design process. The actual values required for determination of response reduction factor (R) is worked out on the basis of pushover curve which is a plot of base shear verses roof displacement. Finally, the calculated values of response reduction factor (R) of reinforced concrete special moment resisting frame (SMRF) with and without shear wall are compared with the codal values. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=response%20reduction%20factor" title="response reduction factor">response reduction factor</a>, <a href="https://publications.waset.org/abstracts/search?q=ductility%20ratio" title=" ductility ratio"> ductility ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=base%20shear" title=" base shear"> base shear</a>, <a href="https://publications.waset.org/abstracts/search?q=special%20moment%20resisting%20frames" title=" special moment resisting frames"> special moment resisting frames</a> </p> <a href="https://publications.waset.org/abstracts/1362/response-reduction-factor-for-earthquake-resistant-design-of-special-moment-resisting-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/1362.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">487</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">1299</span> Effects of the Mass and Damping Matrix Model in the Non-Linear Seismic Response of Steel Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Alfredo%20Reyes-Salazar">Alfredo Reyes-Salazar</a>, <a href="https://publications.waset.org/abstracts/search?q=Mario%20D.%20Llanes-Tizoc"> Mario D. Llanes-Tizoc</a>, <a href="https://publications.waset.org/abstracts/search?q=Eden%20Bojorquez"> Eden Bojorquez</a>, <a href="https://publications.waset.org/abstracts/search?q=Federico%20Valenzuela-Beltran"> Federico Valenzuela-Beltran</a>, <a href="https://publications.waset.org/abstracts/search?q=Juan%20Bojorquez"> Juan Bojorquez</a>, <a href="https://publications.waset.org/abstracts/search?q=Jose%20R.%20Gaxiola-Camacho"> Jose R. Gaxiola-Camacho</a>, <a href="https://publications.waset.org/abstracts/search?q=Achintya%20Haldar"> Achintya Haldar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Seismic analysis of steel buildings is usually based on the use of the concentrated mass (ML) matrix and the Rayleigh damping matrix (C). Similarly, the initial stiffness matrix (KO) and the first two modes associated with lateral vibrations are commonly used to develop matrix C. The evaluation of the accuracy of these practices for the particular case of steel buildings with moment-resisting steel frames constitutes the main objective of this research. For this, the non-linear seismic responses of three models of steel frames, representing low-, medium- and high-rise steel buildings, are considered. Results indicate that if the ML matrix is used, shears and bending moments in columns are underestimated by up to 30% and 65%, respectively when compared to the corresponding results obtained with the consistent mass matrix (MC). It is also shown that if KO is used in C instead of the tangent stiffness matrix (Kt), axial loads in columns are underestimated by up to 80%. It is concluded that the consistent mass matrix should be used in the structural modelling of moment-resisting steel frames and that the tangent stiffness matrix should be used to develop the Rayleigh damping matrix. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=moment-resisting%20steel%20frames" title="moment-resisting steel frames">moment-resisting steel frames</a>, <a href="https://publications.waset.org/abstracts/search?q=consistent%20and%20concentrated%20mass%20matrices" title=" consistent and concentrated mass matrices"> consistent and concentrated mass matrices</a>, <a href="https://publications.waset.org/abstracts/search?q=non-linear%20seismic%20response" title=" non-linear seismic response"> non-linear seismic response</a>, <a href="https://publications.waset.org/abstracts/search?q=Rayleigh%20damping" title=" Rayleigh damping"> Rayleigh damping</a> </p> <a href="https://publications.waset.org/abstracts/153538/effects-of-the-mass-and-damping-matrix-model-in-the-non-linear-seismic-response-of-steel-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/153538.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">149</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">1298</span> Seismic Behavior of Steel Moment-Resisting Frames for Uplift Permitted in Near-Fault Regions</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=M.%20Tehranizadeh">M. Tehranizadeh</a>, <a href="https://publications.waset.org/abstracts/search?q=E.%20Shoushtari%20Rezvani"> E. Shoushtari Rezvani</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Seismic performance of steel moment-resisting frame structures is investigated considering nonlinear soil-structure interaction (SSI) effects. 10-, 15-, and 20-story planar building frames with aspect ratio of 3 are designed in accordance with current building codes. Inelastic seismic demands of the superstructure are considered using concentrated plasticity model. The raft foundation system is designed for different soil types. Beam-on-nonlinear Winkler foundation (BNWF) is used to represent dynamic impedance of the underlying soil. Two sets of pulse-like as well as no-pulse near-fault earthquakes are used as input ground motions. The results show that the reduction in drift demands due to nonlinear SSI is characterized by a more uniform distribution pattern along the height when compared to the fixed-base and linear SSI condition. It is also concluded that beneficial effects of nonlinear SSI on displacement demands is more significant in case of pulse-like ground motions and performance level of the steel moment-resisting frames can be enhanced. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=soil-structure%20interaction" title="soil-structure interaction">soil-structure interaction</a>, <a href="https://publications.waset.org/abstracts/search?q=uplifting" title=" uplifting"> uplifting</a>, <a href="https://publications.waset.org/abstracts/search?q=soil%20plasticity" title=" soil plasticity"> soil plasticity</a>, <a href="https://publications.waset.org/abstracts/search?q=near-fault%20earthquake" title=" near-fault earthquake"> near-fault earthquake</a>, <a href="https://publications.waset.org/abstracts/search?q=tall%20building" title=" tall building"> tall building</a> </p> <a href="https://publications.waset.org/abstracts/21997/seismic-behavior-of-steel-moment-resisting-frames-for-uplift-permitted-in-near-fault-regions" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/21997.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">549</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">1297</span> Seismic Response of Moment Resisting Steel Frame with Hysteresis Envelope Model of Joints</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Krolo%20Paulina">Krolo Paulina</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The seismic response of moment-resisting steel frames depends on the behavior of the joints, especially when they are considered as ductile zones. The aim of this research is to provide a realistic assessment of the moment-resisting steel frame behavior under seismic loading using nonlinear static pushover analysis (N2 method). The hysteresis behavior of the joints in the frame model was described using a new hysteresis envelope model. The obtained seismic response was compared with the results of the seismic analysis obtained for the same steel frame that takes into account the monotonic model of the joints. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=beam-to-column%20joints" title="beam-to-column joints">beam-to-column joints</a>, <a href="https://publications.waset.org/abstracts/search?q=hysteresis%20envelope%20model" title=" hysteresis envelope model"> hysteresis envelope model</a>, <a href="https://publications.waset.org/abstracts/search?q=moment-resisting%20frame" title=" moment-resisting frame"> moment-resisting frame</a>, <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20static%20pushover%20analysis" title=" nonlinear static pushover analysis"> nonlinear static pushover analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=N2%20method" title=" N2 method"> N2 method</a> </p> <a href="https://publications.waset.org/abstracts/144790/seismic-response-of-moment-resisting-steel-frame-with-hysteresis-envelope-model-of-joints" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/144790.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">265</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">1296</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">256</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1295</span> Seismic Evaluation with Shear Walls and Braces for Buildings</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20S.%20Malik">R. S. Malik</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20K.%20Madan"> S. K. Madan</a>, <a href="https://publications.waset.org/abstracts/search?q=V.%20K.%20Sehgal"> V. K. Sehgal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete (RCC) buildings with dual system consisting of shear walls and moment resisting frames or braces and moment resisting frames have been widely used to resist lateral forces during earthquakes. The two dual systems are designed to resist the total design lateral force in proportion to their lateral stiffness. The response of the combination of braces and shear walls has not yet been studied therefore has practically no work to refer to. The combination may prove to be more effective in lateral load resistance by employing the peculiar advantages of shear walls and braces simultaneously and may also improve the architectural appearance of structures. This concept has been applied to regular RCC buildings provided with shear walls, braces, and their combinations. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20analysis" title="dynamic analysis">dynamic analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=displacement" title=" displacement"> displacement</a>, <a href="https://publications.waset.org/abstracts/search?q=pushover%20analysis" title=" pushover analysis"> pushover analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=dual%20structures" title=" dual structures"> dual structures</a>, <a href="https://publications.waset.org/abstracts/search?q=storey%20drift" title=" storey drift"> storey drift</a> </p> <a href="https://publications.waset.org/abstracts/17790/seismic-evaluation-with-shear-walls-and-braces-for-buildings" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/17790.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">406</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">1294</span> Seismic Performance of Concrete Moment Resisting Frames in Western Canada</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20Naghshineh">Ali Naghshineh</a>, <a href="https://publications.waset.org/abstracts/search?q=Ashutosh%20Bagchi"> Ashutosh Bagchi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Performance-based seismic design concepts are increasingly being adopted in various jurisdictions. While the National Building Code of Canada (NBCC) is not fully performance-based, it provides some features of a performance-based code, such as displacement control and objective-based solutions. Performance evaluation is an important part of a performance-based design. In this paper, the seismic performance of a set of code-designed 4, 8 and 12 story moment resisting concrete frames located in Victoria, BC, in the western part of Canada at different hazard levels namely, SLE (Service Level Event), DLE (Design Level Event) and MCE (Maximum Considered Event) has been studied. The seismic performance of these buildings has been evaluated based on FEMA 356 and ATC 72 procedures, and the nonlinear time history analysis. Pushover analysis has been used to investigate the different performance levels of these buildings and adjust their design based on the corresponding target displacements. Since pushover analysis ignores the higher mode effects, nonlinear dynamic time history using a set of ground motion records has been performed. Different types of ground motion records, such as crustal and subduction earthquake records have been used for the dynamic analysis to determine their effects. Results obtained from push over analysis on inter-story drift, displacement, shear and overturning moment are compared to those from the dynamic analysis. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=seismic%20performance." title="seismic performance.">seismic performance.</a>, <a href="https://publications.waset.org/abstracts/search?q=performance-based%20design" title=" performance-based design"> performance-based design</a>, <a href="https://publications.waset.org/abstracts/search?q=concrete%20moment%20resisting%20frame" title=" concrete moment resisting frame"> concrete moment resisting frame</a>, <a href="https://publications.waset.org/abstracts/search?q=crustal%20earthquakes" title=" crustal earthquakes"> crustal earthquakes</a>, <a href="https://publications.waset.org/abstracts/search?q=subduction%20earthquakes" title=" subduction earthquakes"> subduction earthquakes</a> </p> <a href="https://publications.waset.org/abstracts/67195/seismic-performance-of-concrete-moment-resisting-frames-in-western-canada" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/67195.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">264</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">1293</span> Contribution of the SidePlate Beam-Column Connections to the Seismic Responses of Special Moment Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=G%C3%B6khan%20Y%C3%BCksel">Gökhan Yüksel</a>, <a href="https://publications.waset.org/abstracts/search?q=Serdar%20Ak%C3%A7a"> Serdar Akça</a>, <a href="https://publications.waset.org/abstracts/search?q=%C4%B0lker%20Kalkan"> İlker Kalkan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The present study is an attempt to demonstrate the significant levels of contribution of the moment-resisting beam-column connections with side plates to the earthquake behavior of special steel moment frames. To this end, the moment-curvature relationships of a regular beam-column connection and its SidePlate counterpart were determined with the help of finite element analyses. The connection stiffness and deformability values from these finite element analyses were used in the linear time-history analyses of an example structural steel frame under three different seismic excitations. The top-story lateral drift, base shear, and overturning moment values in two orthogonal directions were obtained from these time-history analyses and compared to each other. The results revealed the improvements in the system response with the use of SidePlate connections. The paper ends with crucial recommendations for the plan and design of further studies on this very topic. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=seismic%20detailing" title="seismic detailing">seismic detailing</a>, <a href="https://publications.waset.org/abstracts/search?q=special%20moment%20frame" title=" special moment frame"> special moment frame</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20structures" title=" steel structures"> steel structures</a>, <a href="https://publications.waset.org/abstracts/search?q=beam-column%20connection" title=" beam-column connection"> beam-column connection</a>, <a href="https://publications.waset.org/abstracts/search?q=earthquake-resistant%20design" title=" earthquake-resistant design"> earthquake-resistant design</a> </p> <a href="https://publications.waset.org/abstracts/150106/contribution-of-the-sideplate-beam-column-connections-to-the-seismic-responses-of-special-moment-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/150106.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">98</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1292</span> An Analytical Study on Rotational Capacity of Beam-Column Joints in Unit Modular Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Kyung-Suk%20Choi">Kyung-Suk Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Hyung-Joon%20Kim"> Hyung-Joon Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Modular structural systems are constructed using a method that they are assembled with prefabricated unit modular frames on-site. This provides a benefit that can significantly reduce building construction time. Their structural design is usually carried out under the assumption that the load-carrying mechanism is similar to that of a traditional steel moment-resisting system. However, both systems are different in terms of beam-column connection details which may strongly influence the lateral structural behavior. Specially, the presence of access holes in a beam-column joint of a unit modular frame could cause undesirable failure during strong earthquakes. Therefore, this study carried out finite element analyses (FEM) of unit modular frames to investigate the cyclic behavior of beam-column joints with the structural influence of access holes. Analysis results show that the unit modular frames present stable cyclic response with large deformation capacities, and their joints are classified into semi-rigid connections. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=unit%20modular%20frame" title="unit modular frame">unit modular frame</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20moment%20connection" title=" steel moment connection"> steel moment connection</a>, <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20analytical%20model" title=" nonlinear analytical model"> nonlinear analytical model</a>, <a href="https://publications.waset.org/abstracts/search?q=moment-rotation%20relation" title=" moment-rotation relation"> moment-rotation relation</a> </p> <a href="https://publications.waset.org/abstracts/21711/an-analytical-study-on-rotational-capacity-of-beam-column-joints-in-unit-modular-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/21711.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">619</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">1291</span> Evaluation of Expected Annual Loss Probabilities of RC Moment Resisting Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Saemee%20Jun">Saemee Jun</a>, <a href="https://publications.waset.org/abstracts/search?q=Dong-Hyeon%20Shin"> Dong-Hyeon Shin</a>, <a href="https://publications.waset.org/abstracts/search?q=Tae-Sang%20Ahn"> Tae-Sang Ahn</a>, <a href="https://publications.waset.org/abstracts/search?q=Hyung-Joon%20Kim"> Hyung-Joon Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Building loss estimation methodologies which have been advanced considerably in recent decades are usually used to estimate socio and economic impacts resulting from seismic structural damage. In accordance with these methods, this paper presents the evaluation of an annual loss probability of a reinforced concrete moment resisting frame designed according to Korean Building Code. The annual loss probability is defined by (1) a fragility curve obtained from a capacity spectrum method which is similar to a method adopted from HAZUS, and (2) a seismic hazard curve derived from annual frequencies of exceedance per peak ground acceleration. Seismic fragilities are computed to calculate the annual loss probability of a certain structure using functions depending on structural capacity, seismic demand, structural response and the probability of exceeding damage state thresholds. This study carried out a nonlinear static analysis to obtain the capacity of a RC moment resisting frame selected as a prototype building. The analysis results show that the probability of being extensive structural damage in the prototype building is expected to 0.004% in a year. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=expected%20annual%20loss" title="expected annual loss">expected annual loss</a>, <a href="https://publications.waset.org/abstracts/search?q=loss%20estimation" title="loss estimation">loss estimation</a>, <a href="https://publications.waset.org/abstracts/search?q=RC%20structure" title=" RC structure"> RC structure</a>, <a href="https://publications.waset.org/abstracts/search?q=fragility%20analysis" title=" fragility analysis"> fragility analysis</a> </p> <a href="https://publications.waset.org/abstracts/21645/evaluation-of-expected-annual-loss-probabilities-of-rc-moment-resisting-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/21645.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">397</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1290</span> Investigation of the Ductility Improvement of Replaceable Hinge Member on Different Types of Precast Concrete Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20Berk%20Bozan">Ali Berk Bozan</a>, <a href="https://publications.waset.org/abstracts/search?q=Re%C5%9Fat%20Atalay%20Oygu%C3%A7"> Reşat Atalay Oyguç</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The demand for precast reinforced concrete (RC) structures is growing, considering their certain benefits, including faster assembly, homogeneous materials, and high-quality labor. The structural integrity of precast reinforced concrete (RC) constructions is influenced by the effectiveness of the joints and connections. This paper contains an analytical study about four types of precast reinforced concrete frames, which vary according to the number of storeys and the number of bays with two different types of moment-resisting beam-to-column connection is investigated under cyclic displacement loading up to 5.6% drift rate by using ABAQUS software. The first connection type is the widely used moment-resisting connection that is defined as a wet connection in the Turkish Seismic Code (TBDY). The second connection type is known as Artificial Controllable Plastic Hinge. The goal of this connection is to defend reinforced concrete components from earthquake-related plastic deformations by keeping them in a specialized connecting section. It will be possible to repair the broken connections after the earthquake. The cyclic behavior of the four types of frames with the mechanical plastic hinge and wet connection was analytically investigated, and then comparisons and suggestions were made on period, ductility, and structural system behavior coefficient. The analytical study shows that the replaceable plastic hinge element provides a significant period increase. Especially in the case of two storeys and two bays, the change in the period was felt the most compared to other frames. The results for ductility show a significant change in the ductility of the frames with replaceable plastic hinges. For the structural system behavior coefficient, a recommendation between 3.90 and 4.52 values was made. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=precast%20structures" title="precast structures">precast structures</a>, <a href="https://publications.waset.org/abstracts/search?q=replaceable%20plastic%20hinge" title=" replaceable plastic hinge"> replaceable plastic hinge</a>, <a href="https://publications.waset.org/abstracts/search?q=beam%20to%20column%20connections" title=" beam to column connections"> beam to column connections</a>, <a href="https://publications.waset.org/abstracts/search?q=ductility" title=" ductility"> ductility</a> </p> <a href="https://publications.waset.org/abstracts/188294/investigation-of-the-ductility-improvement-of-replaceable-hinge-member-on-different-types-of-precast-concrete-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/188294.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">48</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">1289</span> Estimation of Hysteretic Damping in Steel Dual Systems with Buckling Restrained Brace and Moment Resisting Frame</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Saeid%20Tabaee">Seyed Saeid Tabaee</a>, <a href="https://publications.waset.org/abstracts/search?q=Omid%20Bahar"> Omid Bahar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Nowadays, using energy dissipation devices has been commonly used in structures. A high rate of energy absorption during earthquakes is the benefit of using such devices, which results in damage reduction of structural elements specifically columns. The hysteretic damping capacity of energy dissipation devices is the key point that it may adversely complicate analysis and design of such structures. This effect may be generally represented by equivalent viscous damping. The equivalent viscous damping may be obtained from the expected hysteretic behavior under the design or maximum considered displacement of a structure. In this paper, the hysteretic damping coefficient of a steel moment resisting frame (MRF), which its performance is enhanced by a buckling restrained brace (BRB) system has been evaluated. Having the foresight of damping fraction between BRB and MRF is inevitable for seismic design procedures like Direct Displacement-Based Design (DDBD) method. This paper presents an approach to calculate the damping fraction for such systems by carrying out the dynamic nonlinear time history analysis (NTHA) under harmonic loading, which is tuned to the natural frequency of the system. Two steel moment frame structures, one equipped with BRB, and the other without BRB are simultaneously studied. The extensive analysis shows that proportion of each system damping fraction may be calculated by its shear story portion. In this way, the contribution of each BRB in the floors and their general contribution in the structural performance may be clearly recognized, in advance. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling%20restrained%20brace" title="buckling restrained brace">buckling restrained brace</a>, <a href="https://publications.waset.org/abstracts/search?q=direct%20displacement%20based%20design" title=" direct displacement based design"> direct displacement based design</a>, <a href="https://publications.waset.org/abstracts/search?q=dual%20systems" title=" dual systems"> dual systems</a>, <a href="https://publications.waset.org/abstracts/search?q=hysteretic%20damping" title=" hysteretic damping"> hysteretic damping</a>, <a href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames" title=" moment resisting frames"> moment resisting frames</a> </p> <a href="https://publications.waset.org/abstracts/28860/estimation-of-hysteretic-damping-in-steel-dual-systems-with-buckling-restrained-brace-and-moment-resisting-frame" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28860.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">434</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1288</span> Performance Evaluation of Reinforced Concrete Framed Structure with Steel Bracing and Supplemental Energy Dissipation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Swanand%20Patil">Swanand Patil</a>, <a href="https://publications.waset.org/abstracts/search?q=Pankaj%20Agarwal"> Pankaj Agarwal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In past few decades, seismic performance objectives have shifted from earthquake resistance to earthquake resilience of the structures, especially for the lifeline buildings. Features such as negligible post-earthquake damage and replaceable damaged components, makes energy dissipating systems a valid choice for a seismically resilient building. In this study, various energy dissipation devices are applied on an eight-storey moment resisting RC building model. The energy dissipating devices include both hysteresis-based and viscous type of devices. The seismic response of the building is obtained for different positioning and mechanical properties of the devices. The investigation is carried forward to the deficiently ductile RC frame also. The performance assessment is done on the basis of drift ratio, mode shapes and displacement response of the model structures. Nonlinear dynamic analysis shows largely improved displacement response. The damping devices improve displacement response more efficiently in the deficient ductile frames than that in the perfectly moment resisting frames. This finding is important considering the number of deficient buildings in India and the world. The placement and mechanical properties of the dampers prove to be a crucial part in modelling, analyzing and designing of the structures with supplemental energy dissipation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=earthquake%20resilient%20structures" title="earthquake resilient structures">earthquake resilient structures</a>, <a href="https://publications.waset.org/abstracts/search?q=lifeline%20buildings" title=" lifeline buildings"> lifeline buildings</a>, <a href="https://publications.waset.org/abstracts/search?q=retrofitting%20of%20structures" title=" retrofitting of structures"> retrofitting of structures</a>, <a href="https://publications.waset.org/abstracts/search?q=supplemental%20energy%20dissipation" title=" supplemental energy dissipation"> supplemental energy dissipation</a> </p> <a href="https://publications.waset.org/abstracts/57617/performance-evaluation-of-reinforced-concrete-framed-structure-with-steel-bracing-and-supplemental-energy-dissipation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/57617.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">345</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1287</span> Comparison of the Existing Damage Indices in Steel Moment-Resisting Frame Structures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hamid%20Kazemi">Hamid Kazemi</a>, <a href="https://publications.waset.org/abstracts/search?q=Abbasali%20Sadeghi"> Abbasali Sadeghi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Assessment of seismic behavior of frame structures is just done for evaluating life and financial damages or lost. The new structural seismic behavior assessment methods have been proposed, so it is necessary to define a formulation as a damage index, which the damage amount has been quantified and qualified. In this paper, four new steel moment-resisting frames with intermediate ductility and different height (2, 5, 8, and 12-story) with regular geometry and simple rectangular plan were supposed and designed. The three existing groups’ damage indices were studied, each group consisting of local index (Drift, Maximum Roof Displacement, Banon Failure, Kinematic, Banon Normalized Cumulative Rotation, Cumulative Plastic Rotation and Ductility), global index (Roufaiel and Meyer, Papadopoulos, Sozen, Rosenblueth, Ductility and Base Shear), and story (Banon Failure and Inter-story Rotation). The necessary parameters for these damage indices have been calculated under the effect of far-fault ground motion records by Non-linear Dynamic Time History Analysis. Finally, prioritization of damage indices is defined based on more conservative values in terms of more damageability rate. The results show that the selected damage index has an important effect on estimation of the damage state. Also, failure, drift, and Rosenblueth damage indices are more conservative indices respectively for local, story and global damage indices. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=damage%20index" title="damage index">damage index</a>, <a href="https://publications.waset.org/abstracts/search?q=far-fault%20ground%20motion%20records" title=" far-fault ground motion records"> far-fault ground motion records</a>, <a href="https://publications.waset.org/abstracts/search?q=non-linear%20time%20history%20analysis" title=" non-linear time history analysis"> non-linear time history analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=SeismoStruct%20software" title=" SeismoStruct software"> SeismoStruct software</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20moment-resisting%20frame" title=" steel moment-resisting frame"> steel moment-resisting frame</a> </p> <a href="https://publications.waset.org/abstracts/93473/comparison-of-the-existing-damage-indices-in-steel-moment-resisting-frame-structures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/93473.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">292</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">1286</span> Evaluation of Response Modification Factors in Moment Resisting Frame Buildings Considering Soil Structure Interaction</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=K.%20Farheen">K. Farheen</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Munir"> A. Munir</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Seismic response of the multi-storey buildings is created by the interaction of both the structure and underlying soil medium. The seismic design philosophy is incorporated using response modification factor 'R'. Current code based values of 'R' factor does not reflect the SSI problem as it is based on fixed base condition. In this study, the modified values of 'R' factor for moment resisting frame (MRF) considering SSI are evaluated. The response of structure with and without SSI has been compared using equivalent linear static and nonlinear static pushover analyses for 10-storied moment resisting frame building. The building is located in seismic zone 2B situated on different soils with shear wave velocity (Vₛ) of 300m/sec (SD) and 1200m/s (SB). Code based 'R' factor value for building frame system has been taken as 5.5. Soil medium is modelled using identical but mutually independent horizontal and vertical springs. It was found that the modified 'R' factor values have been decreased by 47% and 43% for soil SD and SB respectively as compared to that of code based 'R' factor. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buildings" title="buildings">buildings</a>, <a href="https://publications.waset.org/abstracts/search?q=SSI" title=" SSI"> SSI</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20wave%20velocity" title=" shear wave velocity"> shear wave velocity</a>, <a href="https://publications.waset.org/abstracts/search?q=R%20factor" title=" R factor"> R factor</a> </p> <a href="https://publications.waset.org/abstracts/100311/evaluation-of-response-modification-factors-in-moment-resisting-frame-buildings-considering-soil-structure-interaction" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/100311.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">212</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">1285</span> Aftershock Collapse Capacity Assessment of Mid-Rise Steel Moment Frames Subjected to As-Recorded Mainshock-Aftershock</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammadmehdi%20Torfehnejada">Mohammadmehdi Torfehnejada</a>, <a href="https://publications.waset.org/abstracts/search?q=Serhan%20Senso"> Serhan Senso</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Aftershock collapse capacity of Special Steel Moment Frames (SSMFs) is evaluated under aftershock earthquakes by considering building heights 8 and 12 stories. The assessment evaluates the residual collapse capacity under aftershock excitation when various levels of damage have been induced by the mainshock. For this purpose, incremental dynamic analysis (IDA) under aftershock follows the mainshock imposing the intended damage level. The study results indicate that aftershock collapse capacity of this structure may decrease remarkably when the structure is subjected to large mainshock damage. The capacity reduction under aftershock is finally related to the mainshock damage level through regression equations. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=aftershock%20collapse%20capacity" title="aftershock collapse capacity">aftershock collapse capacity</a>, <a href="https://publications.waset.org/abstracts/search?q=special%20steel%20moment%20frames" title=" special steel moment frames"> special steel moment frames</a>, <a href="https://publications.waset.org/abstracts/search?q=mainshock-aftershock%20sequences" title=" mainshock-aftershock sequences"> mainshock-aftershock sequences</a>, <a href="https://publications.waset.org/abstracts/search?q=incremental%20dynamic%20analysis" title=" incremental dynamic analysis"> incremental dynamic analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=mainshock%20damage" title=" mainshock damage"> mainshock damage</a> </p> <a href="https://publications.waset.org/abstracts/144073/aftershock-collapse-capacity-assessment-of-mid-rise-steel-moment-frames-subjected-to-as-recorded-mainshock-aftershock" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/144073.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">152</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1284</span> Behavior Factors Evaluation for Reinforced Concrete Structures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Muhammad%20Rizwan">Muhammad Rizwan</a>, <a href="https://publications.waset.org/abstracts/search?q=Naveed%20Ahmad"> Naveed Ahmad</a>, <a href="https://publications.waset.org/abstracts/search?q=Akhtar%20Naeem%20Khan"> Akhtar Naeem Khan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Seismic behavior factors are evaluated for the performance assessment of low rise reinforced concrete RC frame structures based on experimental study of unidirectional dynamic shake table testing of two 1/3rd reduced scaled two storey frames, with a code confirming special moment resisting frame (SMRF) model and a noncompliant model of similar characteristics but built in low strength concrete .The models were subjected to a scaled accelerogram record of 1994 Northridge earthquake to deformed the test models to final collapse stage in order to obtain the structural response parameters. The fully compliant model was observed with more stable beam-sway response, experiencing beam flexure yielding and ground-storey column base yielding upon subjecting to 100% of the record. The response modification factor - R factor obtained for the code complaint and deficient prototype structures were 7.5 and 4.5 respectively, which is about 10% and 40% less than the UBC-97 specified value for special moment resisting reinforced concrete frame structures. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Northridge%201994%20earthquake" title="Northridge 1994 earthquake">Northridge 1994 earthquake</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20frame" title=" reinforced concrete frame"> reinforced concrete frame</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=shake%20table%20testing" title=" shake table testing"> shake table testing</a> </p> <a href="https://publications.waset.org/abstracts/98880/behavior-factors-evaluation-for-reinforced-concrete-structures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/98880.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">172</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">1283</span> Hybrid Diagrid System for High-Rise Buildings</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Seyed%20Saeid%20Tabaee">Seyed Saeid Tabaee</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Afshari"> Mohammad Afshari</a>, <a href="https://publications.waset.org/abstracts/search?q=Bahador%20Ziaeemehr"> Bahador Ziaeemehr</a>, <a href="https://publications.waset.org/abstracts/search?q=Omid%20Bahar"> Omid Bahar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Nowadays, using modern structural systems with specific capabilities, like Diagrid, is emerging around the world. In this paper, a new resisting system, a combination of both Diagrid axial behavior and proper seismic performance of regular moment frames in tall buildings, named 'Hybrid Diagrid' is presented. The scaled specimen of the suggested hybrid system was built and tested using IIEES shaking table. The natural frequency and structural response of the analytical model were updated with the real experimental results. In order to compare its performance with the traditional Diagrid and moment frame systems, time history analysis was carried out. Extensive analysis shows the efficient seismic responses and economical behavior of Hybrid Diagrid structure with respect to the other two systems. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=hybrid%20diagrid%20system" title="hybrid diagrid system">hybrid diagrid system</a>, <a href="https://publications.waset.org/abstracts/search?q=moment%20frame" title=" moment frame"> moment frame</a>, <a href="https://publications.waset.org/abstracts/search?q=shaking%20table" title=" shaking table"> shaking table</a>, <a href="https://publications.waset.org/abstracts/search?q=tall%20buildings" title=" tall buildings"> tall buildings</a>, <a href="https://publications.waset.org/abstracts/search?q=time%20history%20analysis" title=" time history analysis"> time history analysis</a> </p> <a href="https://publications.waset.org/abstracts/83299/hybrid-diagrid-system-for-high-rise-buildings" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/83299.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">215</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">1282</span> Evaluation of Reinforced Concrete Beam-Column Knee Joints Performance: Numerical and Experimental Comparison</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=B.%20S.%20Abdelwahed">B. S. Abdelwahed</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20B.%20Belkassem"> B. B. Belkassem</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Beam-column joints are a critical part in reinforced concrete RC frames designed for inelastic response to several external loads. Investigating the behaviour of the exterior RC beam-column joints has attracted many researchers in the past decades due to its critical influence on the overall behaviour of RC moment-resisting frames subjected to lateral loads. One of the most critical zones in moment-resistant frames is the knee joints because of restraints associated with providing limited anchorage length to the beam and column longitudinal reinforcement in it and consequentially causes a lot of damage in such building frames. Previous numerical simulations focussed mainly on the exterior and interior joints, for knee joint further work is still needed to investigate its behaviour and discuss its affecting parameters. Structural response for an RC knee beam-column joint is performed in this study using LS-DYNA. Three-dimensional finite element (FE) models of an RC knee beam-column joint are described and verified with experimental results available in literature; this is followed by a parametric study to investigate the influence of the concrete compressive strength, the presence of lateral beams and increasing beam reinforcement ratio. It is shown that the concrete compressive strength has a significant effect on shear capacity, load-deflection characteristics and failure modes of an RC knee beam-column joints but to a certain limit, the presence of lateral beams increased the joint confinement and reduced the rate of concrete degradation in the joint after reaching ultimate joint capacity, added to that an increase in the maximum load resistance. Increasing beam reinforcement ratio is found to improve the flexural resistance of the anchored beam bars and increase the joint maximum load resistance. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=beam%20reinforcement%20ratio" title="beam reinforcement ratio">beam reinforcement ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=joint%20confinement" title=" joint confinement"> joint confinement</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20simulation" title=" numerical simulation"> numerical simulation</a>, <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20beam-column%20joints" title=" reinforced concrete beam-column joints"> reinforced concrete beam-column joints</a>, <a href="https://publications.waset.org/abstracts/search?q=structural%20performance" title=" structural performance"> structural performance</a> </p> <a href="https://publications.waset.org/abstracts/34044/evaluation-of-reinforced-concrete-beam-column-knee-joints-performance-numerical-and-experimental-comparison" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/34044.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">463</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">1281</span> Construction of Finite Woven Frames through Bounded Linear Operators</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Bhandari">A. Bhandari</a>, <a href="https://publications.waset.org/abstracts/search?q=S.%20Mukherjee"> S. Mukherjee</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Two frames in a Hilbert space are called woven or weaving if all possible merge combinations between them generate frames of the Hilbert space with uniform frame bounds. Weaving frames are powerful tools in wireless sensor networks which require distributed data processing. Considering the practical applications, this article deals with finite woven frames. We provide methods of constructing finite woven frames, in particular, bounded linear operators are used to construct woven frames from a given frame. Several examples are discussed. We also introduce the notion of woven frame sequences and characterize them through the concepts of gaps and angles between spaces. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=frames" title="frames">frames</a>, <a href="https://publications.waset.org/abstracts/search?q=woven%20frames" title=" woven frames"> woven frames</a>, <a href="https://publications.waset.org/abstracts/search?q=gap" title=" gap"> gap</a>, <a href="https://publications.waset.org/abstracts/search?q=angle" title=" angle"> angle</a> </p> <a href="https://publications.waset.org/abstracts/100698/construction-of-finite-woven-frames-through-bounded-linear-operators" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/100698.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">193</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">1280</span> Numerical Performance Evaluation of a Savonius Wind Turbines Using Resistive Torque Modeling</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Guermache%20Ahmed%20Chafik">Guermache Ahmed Chafik</a>, <a href="https://publications.waset.org/abstracts/search?q=Khelfellah%20Ismail"> Khelfellah Ismail</a>, <a href="https://publications.waset.org/abstracts/search?q=Ait-Ali%20Takfarines"> Ait-Ali Takfarines</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The Savonius vertical axis wind turbine is characterized by sufficient starting torque at low wind speeds, simple design and does not require orientation to the wind direction; however, the developed power is lower than other types of wind turbines such as Darrieus. To increase these performances several studies and researches have been developed, such as optimizing blades shape, using passive controls and also minimizing power losses sources like the resisting torque due to friction. This work aims to estimate the performance of a Savonius wind turbine introducing a User Defined Function to the CFD model analyzing resisting torque. This User Defined Function is developed to simulate the action of the wind speed on the rotor; it receives the moment coefficient as an input to compute the rotational velocity that should be imposed on computational domain rotating regions. The rotational velocity depends on the aerodynamic moment applied on the turbine and the resisting torque, which is considered a linear function. Linking the implemented User Defined Function with the CFD solver allows simulating the real functioning of the Savonius turbine exposed to wind. It is noticed that the wind turbine takes a while to reach the stationary regime where the rotational velocity becomes invariable; at that moment, the tip speed ratio, the moment and power coefficients are computed. To validate this approach, the power coefficient versus tip speed ratio curve is compared with the experimental one. The obtained results are in agreement with the available experimental results. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=resistant%20torque%20modeling" title="resistant torque modeling">resistant torque modeling</a>, <a href="https://publications.waset.org/abstracts/search?q=Savonius%20wind%20turbine" title=" Savonius wind turbine"> Savonius wind turbine</a>, <a href="https://publications.waset.org/abstracts/search?q=user-defined%20function" title=" user-defined function"> user-defined function</a>, <a href="https://publications.waset.org/abstracts/search?q=vertical%20axis%20wind%20turbine%20performances" title=" vertical axis wind turbine performances"> vertical axis wind turbine performances</a> </p> <a href="https://publications.waset.org/abstracts/143501/numerical-performance-evaluation-of-a-savonius-wind-turbines-using-resistive-torque-modeling" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/143501.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">155</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1279</span> Design of Seismically Resistant Tree-Branching Steel Frames Using Theory and Design Guides for Eccentrically Braced Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=R.%20Gary%20Black">R. Gary Black</a>, <a href="https://publications.waset.org/abstracts/search?q=Abolhassan%20Astaneh-Asl"> Abolhassan Astaneh-Asl</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The International Building Code (IBC) and the California Building Code (CBC) both recognize four basic types of steel seismic resistant frames; moment frames, concentrically braced frames, shear walls and eccentrically braced frames. Based on specified geometries and detailing, the seismic performance of these steel frames is well understood. In 2011, the authors designed an innovative steel braced frame system with tapering members in the general shape of a branching tree as a seismic retrofit solution to an existing four story “lift-slab” building. Located in the seismically active San Francisco Bay Area of California, a frame of this configuration, not covered by the governing codes, would typically require model or full scale testing to obtain jurisdiction approval. This paper describes how the theories, protocols, and code requirements of eccentrically braced frames (EBFs) were employed to satisfy the 2009 International Building Code (IBC) and the 2010 California Building Code (CBC) for seismically resistant steel frames and permit construction of these nonconforming geometries. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=eccentrically%20braced%20frame" title="eccentrically braced frame">eccentrically braced frame</a>, <a href="https://publications.waset.org/abstracts/search?q=lift%20slab%20construction" title=" lift slab construction"> lift slab construction</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20retrofit" title=" seismic retrofit"> seismic retrofit</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20link" title=" shear link"> shear link</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20design" title=" steel design"> steel design</a> </p> <a href="https://publications.waset.org/abstracts/2712/design-of-seismically-resistant-tree-branching-steel-frames-using-theory-and-design-guides-for-eccentrically-braced-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/2712.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">468</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">1278</span> Human Gait Recognition Using Moment with Fuzzy</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jyoti%20Bharti">Jyoti Bharti</a>, <a href="https://publications.waset.org/abstracts/search?q=Navneet%20Manjhi"> Navneet Manjhi</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20K.Gupta"> M. K.Gupta</a>, <a href="https://publications.waset.org/abstracts/search?q=Bimi%20Jain"> Bimi Jain</a> </p> <p class="card-text"><strong>Abstract:</strong></p> A reliable gait features are required to extract the gait sequences from an images. In this paper suggested a simple method for gait identification which is based on moments. Moment values are extracted on different number of frames of gray scale and silhouette images of CASIA database. These moment values are considered as feature values. Fuzzy logic and nearest neighbour classifier are used for classification. Both achieved higher recognition. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=gait" title="gait">gait</a>, <a href="https://publications.waset.org/abstracts/search?q=fuzzy%20logic" title=" fuzzy logic"> fuzzy logic</a>, <a href="https://publications.waset.org/abstracts/search?q=nearest%20neighbour" title=" nearest neighbour"> nearest neighbour</a>, <a href="https://publications.waset.org/abstracts/search?q=recognition%20rate" title=" recognition rate"> recognition rate</a>, <a href="https://publications.waset.org/abstracts/search?q=moments" title=" moments"> moments</a> </p> <a href="https://publications.waset.org/abstracts/5992/human-gait-recognition-using-moment-with-fuzzy" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/5992.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">757</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">1277</span> Robustness of Steel Beam to Column Moment Resisting Joints</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=G.%20Culache">G. Culache</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20P.%20Byfield"> M. P. Byfield</a>, <a href="https://publications.waset.org/abstracts/search?q=N.%20S.%20Ferguson"> N. S. Ferguson</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20Tyas"> A. Tyas</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Steel joints in building structures represent a weak link in the case of accidental transient loading. This type of loading can occur due to blast effects or impact with moving vehicles and will result in large deformations in the material as well as large rotations. This paper addresses the lack of experimental investigations into the response of moment resisting connections subjected to such loading. The current design philosophy was used to create test specimens with flush and extended end plates. The specimens were tested in a specially designed testing rig capable of delivering the sustained loading even beyond the point of failure. Types of failure that the authors attempted to obtain were bolt fracture, flange crushing and end plate fracture. Experimental data is presented, described and analyzed. The tests show that the strength and ductility can be significantly improved by replacing ordinary mild-steel bolts with their stainless steel equivalents. This minor modification is demonstrated to significantly improve the robustness when subjected to loading that results in high deformations and rotation, where loading is maintained during failure. Conclusions are drawn about the wider implications of this research and recommendations made on the direction of future research in this field. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=steel%20moment%20connections" title="steel moment connections">steel moment connections</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20strain%20rates" title=" high strain rates"> high strain rates</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20loading" title=" dynamic loading"> dynamic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=experimental%20testing" title=" experimental testing"> experimental testing</a> </p> <a href="https://publications.waset.org/abstracts/32313/robustness-of-steel-beam-to-column-moment-resisting-joints" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/32313.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">323</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">1276</span> Bracing Applications for Improving the Earthquake Performance of Reinforced Concrete Structures</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Diyar%20Yousif%20Ali">Diyar Yousif Ali</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Braced frames, besides other structural systems, such as shear walls or moment resisting frames, have been a valuable and effective technique to increase structures against seismic loads. In wind or seismic excitations, diagonal members react as truss web elements which would afford tension or compression stresses. This study proposes to consider the effect of bracing diagonal configuration on values of base shear and displacement of building. Two models were created, and nonlinear pushover analysis was implemented. Results show that bracing members enhance the lateral load performance of the Concentric Braced Frame (CBF) considerably. The purpose of this article is to study the nonlinear response of reinforced concrete structures which contain hollow pipe steel braces as the major structural elements against earthquake loads. A five-storey reinforced concrete structure was selected in this study; two different reinforced concrete frames were considered. The first system was an un-braced frame, while the last one was a braced frame with diagonal bracing. Analytical modelings of the bare frame and braced frame were realized by means of SAP 2000. The performances of all structures were evaluated using nonlinear static analyses. From these analyses, the base shear and displacements were compared. Results are plotted in diagrams and discussed extensively, and the results of the analyses showed that the braced frame was seemed to capable of more lateral load carrying and had a high value for stiffness and lower roof displacement in comparison with the bare frame. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reinforced%20concrete%20structures" title="reinforced concrete structures">reinforced concrete structures</a>, <a href="https://publications.waset.org/abstracts/search?q=pushover%20analysis" title=" pushover analysis"> pushover analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=base%20shear" title=" base shear"> base shear</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20bracing" title=" steel bracing"> steel bracing</a> </p> <a href="https://publications.waset.org/abstracts/160291/bracing-applications-for-improving-the-earthquake-performance-of-reinforced-concrete-structures" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/160291.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">90</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">1275</span> Analytical Modelling of the Moment-Rotation Behavior of Top and Seat Angle Connection with Stiffeners</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Merve%20Sagiroglu">Merve Sagiroglu</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The earthquake-resistant steel structure design is required taking into account the behavior of beam-column connections besides the basic properties of the structure such as material and geometry. Beam-column connections play an important role in the behavior of frame systems. Taking into account the behaviour of connection in analysis and design of steel frames is important due to presenting the actual behavior of frames. So, the behavior of the connections should be well known. The most important force which transmitted by connections in the structural system is the moment. The rotational deformation is customarily expressed as a function of the moment in the connection. So, the moment-rotation curves are the best expression of behaviour of the beam-to-column connections. The designed connections form various moment-rotation curves according to the elements of connection and the shape of placement. The only way to achieve this curve is with real-scale experiments. The experiments of some connections have been carried out partially and are formed in the databank. It has been formed the models using this databank to express the behavior of connection. In this study, theoretical studies have been carried out to model a real behavior of the top and seat angles connections with angles. Two stiffeners in the top and seat angle to increase the stiffness of the connection, and two stiffeners in the beam web to prevent local buckling are used in this beam-to-column connection. Mathematical models have been performed using the database of the beam-to-column connection experiments previously by authors. Using the data of the tests, it has been aimed that analytical expressions have been developed to obtain the moment-rotation curve for the connection details whose test data are not available. The connection has been dimensioned in various shapes and the effect of the dimensions of the connection elements on the behavior has been examined. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=top%20and%20seat%20angle%20connection" title="top and seat angle connection">top and seat angle connection</a>, <a href="https://publications.waset.org/abstracts/search?q=stiffener" title=" stiffener"> stiffener</a>, <a href="https://publications.waset.org/abstracts/search?q=moment-rotation%20curves" title=" moment-rotation curves"> moment-rotation curves</a>, <a href="https://publications.waset.org/abstracts/search?q=analytical%20study" title=" analytical study"> analytical study</a> </p> <a href="https://publications.waset.org/abstracts/91563/analytical-modelling-of-the-moment-rotation-behavior-of-top-and-seat-angle-connection-with-stiffeners" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/91563.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">177</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">1274</span> A Study on the Failure Modes of Steel Moment Frame in Post-Earthquake Fire Using Coupled Mechanical-Thermal Analysis</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ehsan%20Asgari">Ehsan Asgari</a>, <a href="https://publications.waset.org/abstracts/search?q=Meisam%20Afazeli"> Meisam Afazeli</a>, <a href="https://publications.waset.org/abstracts/search?q=Nezhla%20Attarchian"> Nezhla Attarchian</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Post-earthquake fire is considered as a major threat in seismic areas. After an earthquake, fire is possible in structures. In this research, the effect of post-earthquake fire on steel moment frames with and without fireproofing coating is investigated. For this purpose, finite element method is employed. For the verification of finite element results, the results of an experimental study carried out by previous researchers are used, and the predicted FE results are compared with the test results, and good agreement is observed. After ensuring the accuracy of the predictions of finite element models, the effect of post-earthquake fire on the frames is investigated taking into account the parameters including the presence or absence of fire protection, frame design assumptions, earthquake type and different fire scenario. Ordinary fire and post-earthquake fire effect on the frames is also studied. The plastic hinges induced by earthquake in the structure are determined in the beam to the column connection and in panel zone. These areas should be accurately considered when providing fireproofing coatings. The results of the study show that the occurrence of fire beside corner columns is the most damaging scenario that results in progressive collapse of structure. It was also concluded that the behavior of structure in fire after a strong ground motion is significantly different from that in a normal fire. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=post%20earthquake%20fire" title="post earthquake fire">post earthquake fire</a>, <a href="https://publications.waset.org/abstracts/search?q=moment%20frame" title=" moment frame"> moment frame</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20simulation" title=" finite element simulation"> finite element simulation</a>, <a href="https://publications.waset.org/abstracts/search?q=coupled%20temperature-displacement%20analysis" title=" coupled temperature-displacement analysis"> coupled temperature-displacement analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=fire%20scenario" title=" fire scenario"> fire scenario</a> </p> <a href="https://publications.waset.org/abstracts/98372/a-study-on-the-failure-modes-of-steel-moment-frame-in-post-earthquake-fire-using-coupled-mechanical-thermal-analysis" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/98372.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">154</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">1273</span> Non-Linear Static Analysis of Screwed Moment Connections in Cold-Formed Steel Frames</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jikhil%20Joseph">Jikhil Joseph</a>, <a href="https://publications.waset.org/abstracts/search?q=Satish%20Kumar%20S%20R."> Satish Kumar S R.</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Cold-formed steel frames are preferable for framed constructions due to its low seismic weights and results into low seismic forces, but on the contrary, significant lateral deflections are expected under seismic/wind loading. The various factors affecting the lateral stiffness of steel frames are the stiffness of connections, beams and columns. So, by increasing the stiffness of beam, column and making the connections rigid will enhance the lateral stiffness. The present study focused on Structural elements made of rectangular hollow sections and fastened with screwed in-plane moment connections for the building frames. The self-drilling screws can be easily drilled on either side of the connection area with the help of gusset plates. The strength of screwed connections can be made 1.2 times the connecting elements. However, achieving high stiffness in connections is also a challenging job. Hence in addition to beam and column stiffness’s the connection stiffness are also going to be a governing parameter in the lateral deflections of the frames. SAP 2000 Non-linear static analysis has been planned to study the seismic behavior of steel frames. The SAP model will be consisting of nonlinear spring model for the connection to account the semi-rigid connections and the nonlinear hinges will be assigned for beam and column sections according to FEMA 273 guidelines. The reliable spring and hinge parameters will be assigned based on an experimental and analytical database. The non-linear static analysis is mainly focused on the identification of various hinge formations and the estimation of lateral deflection and these will contribute as an inputs for the direct displacement-based Seismic design. The research output from this study are the modelling techniques and suitable design guidelines for the performance-based seismic design of cold-formed steel frames. <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=cold%20formed%20steel" title=" cold formed steel"> cold formed steel</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=screwed%20connections" title=" screwed connections"> screwed connections</a> </p> <a href="https://publications.waset.org/abstracts/83189/non-linear-static-analysis-of-screwed-moment-connections-in-cold-formed-steel-frames" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/83189.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">177</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">1272</span> Effects of Earthquake Induced Debris to Pedestrian and Community Street Network Resilience</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Al-Amin">Al-Amin</a>, <a href="https://publications.waset.org/abstracts/search?q=Huanjun%20Jiang"> Huanjun Jiang</a>, <a href="https://publications.waset.org/abstracts/search?q=Anayat%20Ali"> Anayat Ali</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete frames (RC), especially Ordinary RC frames, are prone to structural failures/collapse during seismic events, leading to a large proportion of debris from the structures, which obstructs adjacent areas, including streets. These blocked areas severely impede post-earthquake resilience. This study uses computational simulation (FEM) to investigate the amount of debris generated by the seismic collapse of an ordinary reinforced concrete moment frame building and its effects on the adjacent pedestrian and road network. A three-story ordinary reinforced concrete frame building, primarily designed for gravity load and earthquake resistance, was selected for analysis. Sixteen different ground motions were applied and scaled up until the total collapse of the tested building to evaluate the failure mode under various seismic events. Four types of collapse direction were identified through the analysis, namely aligned (positive and negative) and skewed (positive and negative), with aligned collapse being more predominant than skewed cases. The amount and distribution of debris around the collapsed building were assessed to investigate the interaction between collapsed buildings and adjacent street networks. An interaction was established between a building that collapsed in an aligned direction and the adjacent pedestrian walkway and narrow street located in an unplanned old city. The FEM model was validated against an existing shaking table test. The presented results can be utilized to simulate the interdependency between the debris generated from the collapse of seismic-prone buildings and the resilience of street networks. These findings provide insights for better disaster planning and resilient infrastructure development in earthquake-prone regions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=building%20collapse" title="building collapse">building collapse</a>, <a href="https://publications.waset.org/abstracts/search?q=earthquake-induced%20debris" title=" earthquake-induced debris"> earthquake-induced debris</a>, <a href="https://publications.waset.org/abstracts/search?q=ORC%20moment%20resisting%20frame" title=" ORC moment resisting frame"> ORC moment resisting frame</a>, <a href="https://publications.waset.org/abstracts/search?q=street%20network" title=" street network"> street network</a> </p> <a href="https://publications.waset.org/abstracts/163300/effects-of-earthquake-induced-debris-to-pedestrian-and-community-street-network-resilience" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/163300.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">85</span> </span> </div> </div> <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=moment%20resisting%20frames&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=4">4</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=5">5</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=6">6</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=7">7</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=8">8</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=9">9</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=10">10</a></li> <li class="page-item disabled"><span class="page-link">...</span></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=43">43</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=44">44</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20frames&page=2" rel="next">&rsaquo;</a></li> </ul> </div> </main> <footer> <div id="infolinks" class="pt-3 pb-2"> <div class="container"> <div style="background-color:#f5f5f5;" class="p-3"> <div class="row"> <div class="col-md-2"> <ul class="list-unstyled"> About <li><a href="https://waset.org/page/support">About Us</a></li> <li><a href="https://waset.org/page/support#legal-information">Legal</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/WASET-16th-foundational-anniversary.pdf">WASET celebrates its 16th foundational anniversary</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Account <li><a href="https://waset.org/profile">My Account</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Explore <li><a href="https://waset.org/disciplines">Disciplines</a></li> <li><a href="https://waset.org/conferences">Conferences</a></li> <li><a href="https://waset.org/conference-programs">Conference Program</a></li> <li><a href="https://waset.org/committees">Committees</a></li> <li><a href="https://publications.waset.org">Publications</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Research <li><a href="https://publications.waset.org/abstracts">Abstracts</a></li> <li><a href="https://publications.waset.org">Periodicals</a></li> <li><a href="https://publications.waset.org/archive">Archive</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Open Science <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Open-Science-Philosophy.pdf">Open Science Philosophy</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Open-Science-Award.pdf">Open Science Award</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Open-Society-Open-Science-and-Open-Innovation.pdf">Open Innovation</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Postdoctoral-Fellowship-Award.pdf">Postdoctoral Fellowship Award</a></li> <li><a target="_blank" rel="nofollow" href="https://publications.waset.org/static/files/Scholarly-Research-Review.pdf">Scholarly Research Review</a></li> </ul> </div> <div class="col-md-2"> <ul class="list-unstyled"> Support <li><a href="https://waset.org/page/support">Support</a></li> <li><a href="https://waset.org/profile/messages/create">Contact Us</a></li> <li><a href="https://waset.org/profile/messages/create">Report Abuse</a></li> </ul> </div> </div> </div> </div> </div> <div class="container text-center"> <hr style="margin-top:0;margin-bottom:.3rem;"> <a href="https://creativecommons.org/licenses/by/4.0/" target="_blank" class="text-muted small">Creative Commons Attribution 4.0 International License</a> <div id="copy" class="mt-2">© 2024 World Academy of Science, Engineering and Technology</div> </div> </footer> <a href="javascript:" id="return-to-top"><i class="fas fa-arrow-up"></i></a> <div class="modal" id="modal-template"> <div class="modal-dialog"> <div class="modal-content"> <div class="row m-0 mt-1"> <div class="col-md-12"> <button type="button" class="close" data-dismiss="modal" aria-label="Close"><span aria-hidden="true">×</span></button> </div> </div> <div class="modal-body"></div> </div> </div> </div> <script src="https://cdn.waset.org/static/plugins/jquery-3.3.1.min.js"></script> <script src="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/js/bootstrap.bundle.min.js"></script> <script src="https://cdn.waset.org/static/js/site.js?v=150220211556"></script> <script> jQuery(document).ready(function() { /*jQuery.get("https://publications.waset.org/xhr/user-menu", function (response) { jQuery('#mainNavMenu').append(response); });*/ jQuery.get({ url: "https://publications.waset.org/xhr/user-menu", cache: false }).then(function(response){ jQuery('#mainNavMenu').append(response); }); }); </script> </body> </html>