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resisting frame building</title> <meta name="description" content="Search results for: steel moment resisting frame building"> <meta name="keywords" content="steel moment resisting frame building"> <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 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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="steel moment resisting frame building"> <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> 7051</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: steel moment resisting frame building</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">7051</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">7050</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">7049</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">7048</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">7047</span> Effects of Soil-Structure Interaction on Seismic Performance of Steel Structures Equipped with Viscous Fluid Dampers</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Faramarz%20Khoshnoudian">Faramarz Khoshnoudian</a>, <a href="https://publications.waset.org/abstracts/search?q=Saeed%20Vosoughiyan"> Saeed Vosoughiyan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The main goal of this article is to clarify the soil-structure interaction (SSI) effects on the seismic performance of steel moment resisting frame buildings which are rested on soft soil and equipped with viscous fluid dampers (VFDs). For this purpose, detailed structural models of a ten-story SMRF with VFDs excluding and including the SSI are constructed first. In order to simulate the dynamic response of the foundation, in this paper, the simple cone model is applied. Then, the nonlinear time-history analysis of the models is conducted using three kinds of earthquake excitations with different intensities. The analysis results have demonstrated that the SSI effects on the seismic performance of a structure equipped with VFDs and supported by rigid foundation on soft soil need to be considered. Also VFDs designed based on rigid foundation hypothesis fail to achieve the expected seismic objective while SSI goes into effect. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20time-history%20analysis" title="nonlinear time-history analysis">nonlinear time-history analysis</a>, <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=steel%20moment%20resisting%20frame%20building" title=" steel moment resisting frame building"> steel moment resisting frame building</a>, <a href="https://publications.waset.org/abstracts/search?q=viscous%20fluid%20dampers" title=" viscous fluid dampers"> viscous fluid dampers</a> </p> <a href="https://publications.waset.org/abstracts/10274/effects-of-soil-structure-interaction-on-seismic-performance-of-steel-structures-equipped-with-viscous-fluid-dampers" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/10274.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">335</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">7046</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">7045</span> A New Approach to Retrofit Steel Moment Resisting Frame Structures after Mainshock</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Amir%20H.%20Farivarrad">Amir H. Farivarrad</a>, <a href="https://publications.waset.org/abstracts/search?q=Kiarash%20M.%20Dolatshahi"> Kiarash M. Dolatshahi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> During earthquake events, aftershocks can significantly increase the probability of collapse of buildings, especially for those with induced damages during the mainshock. In this paper, a practical approach is proposed for seismic rehabilitation of mainshock-damaged buildings that can be easily implemented within few days after the mainshock. To show the efficacy of the proposed method, a case study nine story steel moment frame building is chosen which was designed to pre-Northridge codes. The collapse fragility curve for the aftershock is presented for both the retrofitted and non-retrofitted structures. Comparison of the collapse fragility curves shows that the proposed method is indeed applicable to reduce the seismic collapse risk. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=aftershock" title="aftershock">aftershock</a>, <a href="https://publications.waset.org/abstracts/search?q=the%20collapse%20fragility%20curve" title=" the collapse fragility curve"> the collapse fragility curve</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20rehabilitation" title=" seismic rehabilitation"> seismic rehabilitation</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20retrofitting" title=" seismic retrofitting"> seismic retrofitting</a> </p> <a href="https://publications.waset.org/abstracts/30748/a-new-approach-to-retrofit-steel-moment-resisting-frame-structures-after-mainshock" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/30748.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">433</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">7044</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">7043</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">7042</span> Earthquake Resistant Sustainable Steel Green Building</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Arup%20Saha%20Chaudhuri">Arup Saha Chaudhuri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Structural steel is a very ductile material with high strength carrying capacity, thus it is very useful to make earthquake resistant buildings. It is a homogeneous material also. The member section and the structural system can be made very efficient for economical design. As the steel is recyclable and reused, it is a green material. The embodied energy for the efficiently designed steel structure is less than the RC structure. For sustainable green building steel is the best material nowadays. Moreover, pre-engineered and pre-fabricated faster construction methodologies help the development work to complete within the stipulated time. In this paper, the usefulness of Eccentric Bracing Frame (EBF) in steel structure over Moment Resisting Frame (MRF) and Concentric Bracing Frame (CBF) is shown. Stability of the steel structures against horizontal forces especially in seismic condition is efficiently possible by Eccentric bracing systems with economic connection details. The EBF is pin–ended, but the beam-column joints are designed for pin ended or for full connectivity. The EBF has several desirable features for seismic resistance. In comparison with CBF system, EBF system can be designed for appropriate stiffness and drift control. The link beam is supposed to yield in shear or flexure before initiation of yielding or buckling of the bracing member in tension or compression. The behavior of a 2-D steel frame is observed under seismic loading condition in the present paper. Ductility and brittleness of the frames are compared with respect to time period of vibration and dynamic base shear. It is observed that the EBF system is better than MRF system comparing the time period of vibration and base shear participation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=steel%20building" title="steel building">steel building</a>, <a href="https://publications.waset.org/abstracts/search?q=green%20and%20sustainable" title=" green and sustainable"> green and sustainable</a>, <a href="https://publications.waset.org/abstracts/search?q=earthquake%20resistant" title=" earthquake resistant"> earthquake resistant</a>, <a href="https://publications.waset.org/abstracts/search?q=EBF%20system" title=" EBF system"> EBF system</a> </p> <a href="https://publications.waset.org/abstracts/78519/earthquake-resistant-sustainable-steel-green-building" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/78519.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">349</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">7041</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">7040</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">7039</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">7038</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">7037</span> Collapse Performance of Steel Frame with Hysteric Energy Dissipating Devices</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hyung-Joon%20Kim">Hyung-Joon Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Jin-Young%20Park"> Jin-Young Park</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Energy dissipating devices (EDDs) have become more popular as seismic-force-resisting systems for building structures. However, there is little information on the collapse capacities of frames employing EDDs which are an important criterion for their seismic design. This study investigates the collapse capacities of steel frames with TADAS hysteric energy dissipative devices (HEDDs) that become an alternative to steel braced frames. To do this, 5-story steel ordinary concentrically braced frame and steel frame with HEDDs are designed and modeled. Nonlinear dynamic analyses and incremental dynamic analysis with 40 ground motions scaled to maximum considered earthquake are carried out. It is shown from analysis results that the significant enhancement in terms of the collapse capacities is found due to the introduction HEDDs. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=collapse%20capacity" title="collapse capacity">collapse capacity</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=steel%20braced%20frame" title=" steel braced frame"> steel braced frame</a>, <a href="https://publications.waset.org/abstracts/search?q=TADAS%20hysteric%20energy%20dissipative%20device" title=" TADAS hysteric energy dissipative device"> TADAS hysteric energy dissipative device</a> </p> <a href="https://publications.waset.org/abstracts/14461/collapse-performance-of-steel-frame-with-hysteric-energy-dissipating-devices" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/14461.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">482</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">7036</span> Experimental Study on Single Bay RC Frame Designed Using EC8 under In-Plane Cyclic Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=N.%20H.%20Hamid">N. H. Hamid</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20S.%20Syaref"> M. S. Syaref</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20I.%20Adiyanto"> M. I. Adiyanto</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Mohamed"> M. Mohamed</a> </p> <p class="card-text"><strong>Abstract:</strong></p> A one-half scale of single-bay two-storey RC frame together with foundation beam and mass concrete block is investigated. Moment resisting RC frame was designed using EC8 by including the provision for seismic loading and detailing of its connection. The objective of the experimental work is to determine seismic behaviour RC frame under in-plane lateral cyclic loading using displacement control method. A double actuator is placed at centre of the mass concrete block at top of frame to represent the seismic load. The percentage drifts are starting from ±0.01% until ±2.25% with increment of ±0.25% drift. The ultimate lateral load of 158.48 kN was recorded at +2.25% drift in pushing and -126.09 kN in pulling direction. From the experimental hysteresis loops, the parameters such as lateral strength capacity, stiffness, ductility and equivalent viscous damping can be obtained. RC frame behaves in the elastic manner followed by inelastic behaviour after reaches the yield limit. The ductility value for this type frame is 4 which lies between the limit 3 and 6. Therefore, it is recommended to build this RC frame for moderate seismic regions under Ductility Class Medium (DCM) such as in Sabah, East Malaysia. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=single%20bay" title="single bay">single bay</a>, <a href="https://publications.waset.org/abstracts/search?q=moment%20resisting%20RC%20frame" title=" moment resisting RC frame"> moment resisting RC frame</a>, <a href="https://publications.waset.org/abstracts/search?q=ductility%20class%20medium" title=" ductility class medium"> ductility class medium</a>, <a href="https://publications.waset.org/abstracts/search?q=inelastic%20behavior" title=" inelastic behavior"> inelastic behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20load" title=" seismic load"> seismic load</a> </p> <a href="https://publications.waset.org/abstracts/36154/experimental-study-on-single-bay-rc-frame-designed-using-ec8-under-in-plane-cyclic-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/36154.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">388</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">7035</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">7034</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">7033</span> Effect of Infill Walls on Response of Multi Storey Reinforced Concrete Structure</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ayman%20Abd-Elhamed">Ayman Abd-Elhamed</a>, <a href="https://publications.waset.org/abstracts/search?q=Sayed%20Mahmoud"> Sayed Mahmoud</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The present research work investigates the seismic response of reinforced concrete (RC) frame building considering the effect of modeling masonry infill (MI) walls. The seismic behavior of a residential 6-storey RC frame building, considering and ignoring the effect of masonry, is numerically investigated using response spectrum (RS) analysis. The considered herein building is designed as a moment resisting frame (MRF) system following the Egyptian code (EC) requirements. Two developed models in terms of bare frame and infill walls frame are used in the study. Equivalent diagonal strut methodology is used to represent the behavior of infill walls, whilst the well-known software package ETABS is used for implementing all frame models and performing the analysis. The results of the numerical simulations such as base shear, displacements, and internal forces for the bare frame as well as the infill wall frame are presented in a comparative way. The results of the study indicate that the interaction between infill walls and frames significantly change the responses of buildings during earthquakes compared to the results of bare frame building model. Specifically, the seismic analysis of RC bare frame structure leads to underestimation of base shear and consequently damage or even collapse of buildings may occur under strong shaking. On the other hand, considering infill walls significantly decrease the peak floor displacements and drifts in both X and Y-directions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=masonry%20infill" title="masonry infill">masonry infill</a>, <a href="https://publications.waset.org/abstracts/search?q=bare%20frame" title=" bare frame"> bare frame</a>, <a href="https://publications.waset.org/abstracts/search?q=response%20spectrum" title=" response spectrum"> response spectrum</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20response" title=" seismic response "> seismic response </a> </p> <a href="https://publications.waset.org/abstracts/23577/effect-of-infill-walls-on-response-of-multi-storey-reinforced-concrete-structure" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23577.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">403</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">7032</span> Investigation of the Progressive Collapse Potential in Steel Buildings with Composite Floor System</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Pouya%20Kaafi">Pouya Kaafi</a>, <a href="https://publications.waset.org/abstracts/search?q=Gholamreza%20Ghodrati%20Amiri"> Gholamreza Ghodrati Amiri</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Abnormal loads due to natural events, implementation errors and some other issues can lead to occurrence of progressive collapse in structures. Most of the past researches consist of 2- Dimensional (2D) models of steel frames without consideration of the floor system effects, which reduces the accuracy of the modeling. While employing a 3-Dimensional (3D) model and modeling the concrete slab system for the floors have a crucial role in the progressive collapse evaluation. In this research, a 3D finite element model of a 5-story steel building is modeled by the ABAQUS software once with modeling the slabs, and the next time without considering them. Then, the progressive collapse potential is evaluated. The results of the analyses indicate that the lack of the consideration of the slabs during the analyses, can lead to inaccuracy in assessing the progressive failure potential of the structure. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=abnormal%20loads" title="abnormal loads">abnormal loads</a>, <a href="https://publications.waset.org/abstracts/search?q=composite%20floor%20system" title=" composite floor system"> composite floor system</a>, <a href="https://publications.waset.org/abstracts/search?q=intermediate%20steel%20moment%20resisting%20frame%20system" title=" intermediate steel moment resisting frame system"> intermediate steel moment resisting frame system</a>, <a href="https://publications.waset.org/abstracts/search?q=progressive%20collapse" title=" progressive collapse"> progressive collapse</a> </p> <a href="https://publications.waset.org/abstracts/8692/investigation-of-the-progressive-collapse-potential-in-steel-buildings-with-composite-floor-system" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/8692.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">456</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">7031</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">7030</span> Enhancing Seismic Performance of Ductile Moment Frames with Delayed Wire-Rope Bracing Using Middle Steel Plate</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Babak%20Dizangian">Babak Dizangian</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Reza%20Ghasemi"> Mohammad Reza Ghasemi</a>, <a href="https://publications.waset.org/abstracts/search?q=Akram%20Ghalandari"> Akram Ghalandari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Moment frames have considerable ductility against cyclic lateral loads and displacements; however, if this feature causes the relative displacement to exceed the permissible limit, it can impose unfavorable hysteretic behavior on the frame. Therefore, adding a bracing system with the capability of preserving the capacity of high energy absorption and controlling displacements without a considerable increase in the stiffness is quite important. This paper investigates the retrofitting of a single storey steel moment frame through a delayed wire-rope bracing system using a middle steel plate. In this model, the steel plate lies where the wire ropes meet, and the model geometry is such that the cables are continuously under tension so that they can take the most advantage of the inherent potential they have in tolerating tensile stress. Using the steel plate also reduces the system stiffness considerably compared to cross bracing systems and preserves the ductile frame’s energy absorption capacity. In this research, the software models of delayed wire-rope bracing system have been studied, validated, and compared with other researchers’ laboratory test results. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cyclic%20loading" title="cyclic loading">cyclic loading</a>, <a href="https://publications.waset.org/abstracts/search?q=delayed%20wire%20rope%20bracing" title=" delayed wire rope bracing"> delayed wire rope bracing</a>, <a href="https://publications.waset.org/abstracts/search?q=ductile%20moment%20frame" title=" ductile moment frame"> ductile moment frame</a>, <a href="https://publications.waset.org/abstracts/search?q=energy%20absorption" title=" energy absorption"> energy absorption</a>, <a href="https://publications.waset.org/abstracts/search?q=hysteresis%20curve" title=" hysteresis curve"> hysteresis curve</a> </p> <a href="https://publications.waset.org/abstracts/69615/enhancing-seismic-performance-of-ductile-moment-frames-with-delayed-wire-rope-bracing-using-middle-steel-plate" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/69615.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">289</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">7029</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">7028</span> Seismic Response of Belt Truss System in Regular RC Frame Structure at the Different Positions of the Storey</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohd%20Raish%20Ansari">Mohd Raish Ansari</a>, <a href="https://publications.waset.org/abstracts/search?q=Tauheed%20Alam%20Khan"> Tauheed Alam Khan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This research paper is a comparative study of the belt truss in the Regular RC frame structure at the different positions of the floor. The method used in this research is the response spectrum method with the help of the ETABS Software, there are six models in this paper with belt truss. The Indian standard code used in this work are IS 456:2000, IS 800:2007, IS 875 part-1, IS 875 part-1, and IS 1893 Part-1:2016. The cross-section of the belt truss is the I-section, a grade of steel that is made up of Mild Steel. The basic model in this research paper is the same, only position of the belt truss is going to change, and the dimension of the belt truss is remain constant for all models. The plan area of all models is 24.5 meters x 28 meters, and the model has G+20, where the height of the ground floor is 3.5 meters, and all floor height is 3.0 meters remains constant. This comparative research work selected some important seismic parameters to check the stability of all models, the parameters are base shear, fundamental period, storey overturning moment, and maximum storey displacement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=belt%20truss" title="belt truss">belt truss</a>, <a href="https://publications.waset.org/abstracts/search?q=RC%20frames%20structure" title=" RC frames structure"> RC frames structure</a>, <a href="https://publications.waset.org/abstracts/search?q=ETABS" title=" ETABS"> ETABS</a>, <a href="https://publications.waset.org/abstracts/search?q=response%20spectrum%20analysis" title=" response spectrum analysis"> response spectrum analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=special%20moment%20resisting%20frame" title=" special moment resisting frame"> special moment resisting frame</a> </p> <a href="https://publications.waset.org/abstracts/171113/seismic-response-of-belt-truss-system-in-regular-rc-frame-structure-at-the-different-positions-of-the-storey" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/171113.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">93</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">7027</span> Optimization of Steel Moment Frame Structures Using Genetic Algorithm</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammad%20Befkin">Mohammad Befkin</a>, <a href="https://publications.waset.org/abstracts/search?q=Alireza%20Momtaz"> Alireza Momtaz</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Structural design is the challenging aspect of every project due to limitations in dimensions, functionality of the structure, and more importantly, the allocated budget for construction. This research study aims to investigate the optimized design for three steel moment frame buildings with different number of stories using genetic algorithm code. The number and length of spans, and height of each floor were constant in all three buildings. The design of structures are carried out according to AISC code within the provisions of plastic design with allowable stress values. Genetic code for optimization is produced using MATLAB program, while buildings modeled in Opensees program and connected to the MATLAB code to perform iterations in optimization steps. In the end designs resulted from genetic algorithm code were compared with the analysis of buildings in ETABS program. The results demonstrated that suggested structural elements by the code utilize their full capacity, indicating the desirable efficiency of produced code. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=genetic%20algorithm" title="genetic algorithm">genetic algorithm</a>, <a href="https://publications.waset.org/abstracts/search?q=structural%20analysis" title=" structural analysis"> structural analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20moment%20frame" title=" steel moment frame"> steel moment frame</a>, <a href="https://publications.waset.org/abstracts/search?q=structural%20design" title=" structural design"> structural design</a> </p> <a href="https://publications.waset.org/abstracts/166927/optimization-of-steel-moment-frame-structures-using-genetic-algorithm" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/166927.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">118</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">7026</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">7025</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">7024</span> Seismic Vulnerability of Structures Designed in Accordance with the Allowable Stress Design and Load Resistant Factor Design Methods</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mohammadreza%20Vafaei">Mohammadreza Vafaei</a>, <a href="https://publications.waset.org/abstracts/search?q=Amirali%20Moradi"> Amirali Moradi</a>, <a href="https://publications.waset.org/abstracts/search?q=Sophia%20C.%20Alih"> Sophia C. Alih</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The method selected for the design of structures not only can affect their seismic vulnerability but also can affect their construction cost. For the design of steel structures, two distinct methods have been introduced by existing codes, namely allowable stress design (ASD) and load resistant factor design (LRFD). This study investigates the effect of using the aforementioned design methods on the seismic vulnerability and construction cost of steel structures. Specifically, a 20-story building equipped with special moment resisting frame and an eccentrically braced system was selected for this study. The building was designed for three different intensities of peak ground acceleration including 0.2 g, 0.25 g, and 0.3 g using the ASD and LRFD methods. The required sizes of beams, columns, and braces were obtained using response spectrum analysis. Then, the designed frames were subjected to nine natural earthquake records which were scaled to the designed response spectrum. For each frame, the base shear, story shears, and inter-story drifts were calculated and then were compared. Results indicated that the LRFD method led to a more economical design for the frames. In addition, the LRFD method resulted in lower base shears and larger inter-story drifts when compared with the ASD method. It was concluded that the application of the LRFD method not only reduced the weights of structural elements but also provided a higher safety margin against seismic actions when compared with the ASD method. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=allowable%20stress%20design" title="allowable stress design">allowable stress design</a>, <a href="https://publications.waset.org/abstracts/search?q=load%20resistant%20factor%20design" title=" load resistant factor design"> load resistant factor design</a>, <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20time%20history%20analysis" title=" nonlinear time history analysis"> nonlinear time history analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20vulnerability" title=" seismic vulnerability"> seismic vulnerability</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20structures" title=" steel structures"> steel structures</a> </p> <a href="https://publications.waset.org/abstracts/71141/seismic-vulnerability-of-structures-designed-in-accordance-with-the-allowable-stress-design-and-load-resistant-factor-design-methods" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/71141.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">269</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">7023</span> The Side Effect of the Perforation Shape towards Behaviour Flexural in Castellated Beam</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Harrys%20Purnama">Harrys Purnama</a>, <a href="https://publications.waset.org/abstracts/search?q=Wardatul%20Jannah"> Wardatul Jannah</a>, <a href="https://publications.waset.org/abstracts/search?q=Rizkia%20Nita%20Hawari"> Rizkia Nita Hawari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In the development of the times, there are many materials used to plan a building structure. Steel became one of the most widely used materials in building construction that works as the main structure. Steel Castellated Beam is a type of innovation in the use of steel in building construction. Steel Castellated Beam is a beam that used for long span construction (more than 10 meters). The Castellated Beam is two steel profiles that unified into one to get the appropriate profile height (more than 10 meters). The profile is perforated to minimize the profile's weight, increase the rate, save costs, and have architectural value. The perforations shape in the Castellated Beam can be circular, elliptical, hexagonal, and rectangular. The Castellated beam has a height (h) almost 50% higher than the initial profile thus increasing the axial bending value and the moment of inertia (Iₓ). In this analysis, there are 3 specimens were used with 12.1 meters span of Castellated Beam as the sample with varied perforation, such us round, hexagon, and octagon. Castellated Beam testing system is done with computer-based applications that named Staad Pro V8i. It is to provide a central load in the middle of the steel beam span. It aims to determine the effect of perforation on bending behavior on the steel Castellated Beam by applying some form of perforations on the steel Castellated Beam with test specimen WF 200.100.5.5.8. From the analysis, results found the behavior of steel Castellated Beam when receiving such central load. From the results of the analysis will be obtained the amount of load, shear, strain, and Δ (deflection). The result of analysis by using Staad Pro V8i shows that with the different form of perforations on the profile of Castellated steel, then we get the different tendency of inertia moment. From the analysis, results obtained the moment of the greatest inertia can increase the stiffness of Castellated steel. By increasing the stiffness of the steel Castellated Beam the deflection will be smaller, so it can withstand the moment and a large strength. The results of the analysis show that the most effective and efficient perforations are the steel beam with a hexagon perforation shape. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Castellated%20Beam" title="Castellated Beam">Castellated Beam</a>, <a href="https://publications.waset.org/abstracts/search?q=the%20moment%20of%20inertia" title=" the moment of inertia"> the moment of inertia</a>, <a href="https://publications.waset.org/abstracts/search?q=stress" title=" stress"> stress</a>, <a href="https://publications.waset.org/abstracts/search?q=deflection" title=" deflection"> deflection</a>, <a href="https://publications.waset.org/abstracts/search?q=bending%20test" title=" bending test"> bending test</a> </p> <a href="https://publications.waset.org/abstracts/90019/the-side-effect-of-the-perforation-shape-towards-behaviour-flexural-in-castellated-beam" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/90019.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">168</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">7022</span> Seismic Assessment of Passive Control Steel Structure with Modified Parameter of Oil Damper</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmad%20Naqi">Ahmad Naqi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Today, the passively controlled buildings are extensively becoming popular due to its excellent lateral load resistance circumstance. Typically, these buildings are enhanced with a damping device that has high market demand. Some manufacturer falsified the damping device parameter during the production to achieve the market demand. Therefore, this paper evaluates the seismic performance of buildings equipped with damping devices, which their parameter modified to simulate the falsified devices, intentionally. For this purpose, three benchmark buildings of 4-, 10-, and 20-story were selected from JSSI (Japan Society of Seismic Isolation) manual. The buildings are special moment resisting steel frame with oil damper in the longitudinal direction only. For each benchmark buildings, two types of structural elements are designed to resist the lateral load with and without damping devices (hereafter, known as Trimmed & Conventional Building). The target building was modeled using STERA-3D, a finite element based software coded for study purpose. Practicing the software one can develop either three-dimensional Model (3DM) or Lumped Mass model (LMM). Firstly, the seismic performance of 3DM and LMM models was evaluated and found excellent coincide for the target buildings. The simplified model of LMM used in this study to produce 66 cases for both of the buildings. Then, the device parameters were modified by ± 40% and ±20% to predict many possible conditions of falsification. It is verified that the building which is design to sustain the lateral load with support of damping device (Trimmed Building) are much more under threat as a result of device falsification than those building strengthen by damping device (Conventional Building). <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=passive%20control%20system" title="passive control system">passive control system</a>, <a href="https://publications.waset.org/abstracts/search?q=oil%20damper" title=" oil damper"> oil damper</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20assessment" title=" seismic assessment"> seismic assessment</a>, <a href="https://publications.waset.org/abstracts/search?q=lumped%20mass%20model" title=" lumped mass model"> lumped mass model</a> </p> <a href="https://publications.waset.org/abstracts/108949/seismic-assessment-of-passive-control-steel-structure-with-modified-parameter-of-oil-damper" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/108949.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">114</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=steel%20moment%20resisting%20frame%20building&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=steel%20moment%20resisting%20frame%20building&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=steel%20moment%20resisting%20frame%20building&page=4">4</a></li> <li class="page-item"><a class="page-link" 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