<?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>S0185-092X2017000100001</article-id>
<title-group>
<article-title xml:lang="es"><![CDATA[Demandas sísmicas en edificios regulares de acero con cimentaciones flexibles]]></article-title>
<article-title xml:lang="en"><![CDATA[Seismic demands on regular steel buildings with flexible foundations]]></article-title>
</title-group>
<contrib-group>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Tapia Hernández]]></surname>
<given-names><![CDATA[Edgar]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Jesús Martínez]]></surname>
<given-names><![CDATA[Yesenia De]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Fernández Sola]]></surname>
<given-names><![CDATA[Luciano]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
</contrib-group>
<aff id="Af1">
<institution><![CDATA[,Universidad Autónoma Metropolitana Azcapotzalco Departamento de Materiales ]]></institution>
<addr-line><![CDATA[DF ]]></addr-line>
<country>Mexico</country>
</aff>
<pub-date pub-type="pub">
<day>00</day>
<month>06</month>
<year>2017</year>
</pub-date>
<pub-date pub-type="epub">
<day>00</day>
<month>06</month>
<year>2017</year>
</pub-date>
<numero>96</numero>
<fpage>1</fpage>
<lpage>17</lpage>
<copyright-statement/>
<copyright-year/>
<self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_arttext&amp;pid=S0185-092X2017000100001&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_abstract&amp;pid=S0185-092X2017000100001&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_pdf&amp;pid=S0185-092X2017000100001&amp;lng=en&amp;nrm=iso"></self-uri><abstract abstract-type="short" xml:lang="es"><p><![CDATA[Resumen: En este artículo se discute la respuesta inelástica de edificios regulares de 8 y 12 pisos estructurados con marcos de acero dúctiles con contraventeo concéntrico y cimentaciones flexibles. Se efectuaron análisis no lineales con el propósito de evaluar la influencia de la interacción suelo - cimentación - estructura en tres escenarios: modelos con base rígida, modelos con pilotes de cimentación y modelos con cajón de cimentación. Los edificios de acero y las cimentaciones fueron diseñadas siguiendo estrictamente los criterios para marcos dúctiles. La rigidez lateral se estudió a partir de marcos sin crujías contraventeadas, con una crujía contraventeada y con dos crujías contraventeadas. Se realizaron análisis dinámicos no lineales incrementales para evaluar la respuesta en función de las demandas máximas por distorsión global, distorsión de entrepiso, factor de concentración de distorsión y demandas máximas de momento flexionante, fuerza cortante y carga axial en las columnas de los edificios. Con base en los resultados, se establecen los casos donde el modelo con base rígida no es una una representación conservadora de los efectos cuando se considera un sistema de cimentación flexible; especialmente, cuando las cimentaciones fueron diseñadas con pilotes.]]></p></abstract>
<abstract abstract-type="short" xml:lang="en"><p><![CDATA[Abstract: In this paper, the inelastic responses of 8- and 12-stories buildings structured with concentrically braced ductile steel frames and flexible foundations are discussed. Nonlinear analyzes were performed in order to evaluate the influence of the Soil - Foundation - Structure interaction in three scenarios: fixed base condition, piles foundation and mat foundation condition. Steel buildings and foundations were designed following the criteria for ductile frames. The lateral stiffness was studied through unbraced frames, frames with one braced bay and frames with two braced bays. Incremental dynamic analyses were carried out to asses the response in terms of the peak demands of global drift, interstory drift, drift concentration factor and the maximum demands of bending moment, shear force and axial force in columns. According to the results, cases are identified where the fixed-base models are an unconservative representation of the effects when a flexible foundation is considered; especially when the foundations were designed with piles.]]></p></abstract>
<kwd-group>
<kwd lng="es"><![CDATA[edificios de acero]]></kwd>
<kwd lng="es"><![CDATA[base rígida]]></kwd>
<kwd lng="es"><![CDATA[pilotes]]></kwd>
<kwd lng="es"><![CDATA[cajón de cimentación]]></kwd>
<kwd lng="es"><![CDATA[deformación lateral]]></kwd>
<kwd lng="en"><![CDATA[steel building]]></kwd>
<kwd lng="en"><![CDATA[fixed-base]]></kwd>
<kwd lng="en"><![CDATA[piles]]></kwd>
<kwd lng="en"><![CDATA[mat foundation]]></kwd>
<kwd lng="en"><![CDATA[lateral deformation]]></kwd>
</kwd-group>
</article-meta>
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