<?xml version="1.0" encoding="ISO-8859-1"?><article xmlns:mml="http://www.w3.org/1998/Math/MathML" xmlns:xlink="http://www.w3.org/1999/xlink" xmlns:xsi="http://www.w3.org/2001/XMLSchema-instance">
<front>
<journal-meta>
<journal-id>0185-092X</journal-id>
<journal-title><![CDATA[Ingeniería sísmica]]></journal-title>
<abbrev-journal-title><![CDATA[Ing. sísm]]></abbrev-journal-title>
<issn>0185-092X</issn>
<publisher>
<publisher-name><![CDATA[Sociedad Mexicana de Ingeniería Sísmica A.C.]]></publisher-name>
</publisher>
</journal-meta>
<article-meta>
<article-id>S0185-092X2018000100045</article-id>
<article-id pub-id-type="doi">10.18867/ris.98.495</article-id>
<title-group>
<article-title xml:lang="es"><![CDATA[Evaluación del diseño sísmico resiliente conforme al método de las fuerzas de marcos dúctiles de acero con disipadores de energía histeréticos]]></article-title>
<article-title xml:lang="en"><![CDATA[Assessment of a force method for the resilient seismic design of special moment-resisting steel frames with hysteretic energy dissipation devices]]></article-title>
</title-group>
<contrib-group>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Hernández Ramírez]]></surname>
<given-names><![CDATA[Héctor]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Tena Colunga]]></surname>
<given-names><![CDATA[Arturo]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
</contrib-group>
<aff id="Af1">
<institution><![CDATA[,Universidad Autónoma Metropolitana Azcapotzalco  ]]></institution>
<addr-line><![CDATA[ Ciudad de México]]></addr-line>
<country>Mexico</country>
</aff>
<aff id="Af2">
<institution><![CDATA[,Universidad Autónoma Metropolitana Azcapotzalco Departamento de Materiales ]]></institution>
<addr-line><![CDATA[ Ciudad de México]]></addr-line>
<country>Mexico</country>
</aff>
<pub-date pub-type="pub">
<day>00</day>
<month>07</month>
<year>2018</year>
</pub-date>
<pub-date pub-type="epub">
<day>00</day>
<month>07</month>
<year>2018</year>
</pub-date>
<numero>98</numero>
<fpage>45</fpage>
<lpage>76</lpage>
<copyright-statement/>
<copyright-year/>
<self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_arttext&amp;pid=S0185-092X2018000100045&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_abstract&amp;pid=S0185-092X2018000100045&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_pdf&amp;pid=S0185-092X2018000100045&amp;lng=en&amp;nrm=iso"></self-uri><abstract abstract-type="short" xml:lang="es"><p><![CDATA[Resumen Se presentan los resultados de análisis dinámicos no lineales realizados a doce modelos de edificios que se diseñaron conforme a una metodología que emplea el método de las fuerzas y principios de diseño por capacidad y de fusible estructural, la cual permite obtener diseños sísmicos resilientes de estructuras con base en marcos contraventeados de acero estructural dúctiles con disipadores de energía histeréticos. Se demuestra que los mecanismos de diseño sísmico resiliente corroborados previamente mediante análisis pushover se cumplen para la enorme mayoría de los modelos ante la acción de un registro de aceleración compatible con el espectro elástico considerado en el diseño de los modelos, y si la excitación dinámica rebasa los parámetros de resistencia o demanda supuestos en el diseño de los modelos, se activa exclusivamente la segunda línea de defensa inelástica planeada para el sistema. Con base en los resultados presentados, se confirma que es muy factible diseñar resilientemente al sistema en estudio, incluyendo a edificios altos y esbeltos. Por lo tanto, se pueden emplear con confianza los parámetros globales de diseño sísmico y balances óptimos de rigideces derivados en estudios previos.]]></p></abstract>
<abstract abstract-type="short" xml:lang="en"><p><![CDATA[Abstract In this paper, the authors present the results of nonlinear dynamic analyses of twelve building models designed according to a methodology based upon the force method, capacity design principles and the concept of structural fuses to achieve resilient seismic designs for special moment-resisting steel frames with hysteretic energy dissipation devices mounted on chevron steel bracing. It is demonstrated that the resilient design mechanism previously checked with pushover analyses is also attained for most studied models with nonlinear dynamic analyses using an acceleration record which is compatible with the elastic design spectrum. Also, it is corroborated that the planned second line of inelastic defense is activated if the seismic action surpasses the considered design spectrum. Based upon the obtained results, it is confirmed that it is possible to perform a resilient seismic design for the studied system under the proposed methodology, even for tall and slender buildings. Therefore, the proposed initial stiffness ratio parameters and the global design parameters previously proposed by the authors to use in a code-oriented force method can be used with confidence for the resilient seismic design of this structural system.]]></p></abstract>
<kwd-group>
<kwd lng="es"><![CDATA[diseño sísmico resiliente]]></kwd>
<kwd lng="es"><![CDATA[disipadores de energía por histéresis]]></kwd>
<kwd lng="es"><![CDATA[fusibles estructurales]]></kwd>
<kwd lng="es"><![CDATA[marcos dúctiles de acero estructural]]></kwd>
<kwd lng="en"><![CDATA[resilient seismic design]]></kwd>
<kwd lng="en"><![CDATA[hysteretic energy dissipation devices]]></kwd>
<kwd lng="en"><![CDATA[structural fuses]]></kwd>
<kwd lng="en"><![CDATA[ductile steel moment frames]]></kwd>
</kwd-group>
</article-meta>
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