<?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>S0185-092X2019000100001</article-id>
<title-group>
<article-title xml:lang="es"><![CDATA[Nuevas expresiones de las NTCM (2017) para el cálculo de la resistencia de muros diafragma de mampostería]]></article-title>
<article-title xml:lang="en"><![CDATA[New expressions adopted by mexican code (NTCM, 2017) to calculate the shear strength of infill masonry walls]]></article-title>
</title-group>
<contrib-group>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Leal Graciano]]></surname>
<given-names><![CDATA[J. Martin]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Pérez-Gavilán E.]]></surname>
<given-names><![CDATA[J. J.]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Castorena González]]></surname>
<given-names><![CDATA[J. Humberto]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Reyes Salazar]]></surname>
<given-names><![CDATA[Alfredo]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Barraza Guerrero]]></surname>
<given-names><![CDATA[Manuel A.]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
</contrib-group>
<aff id="Af1">
<institution><![CDATA[,Universidad Autónoma de Sinaloa Facultad de Ingeniería Culiacán ]]></institution>
<addr-line><![CDATA[Culiacán de Rosales Sinaloa]]></addr-line>
<country>Mexico</country>
</aff>
<aff id="Af2">
<institution><![CDATA[,Universidad Nacional Autónoma de México Instituto de Ingeniería ]]></institution>
<addr-line><![CDATA[Ciudad de México ]]></addr-line>
<country>Mexico</country>
</aff>
<aff id="Af3">
<institution><![CDATA[,Universidad Autónoma de Sinaloa Facultad de Ingeniería Mochis ]]></institution>
<addr-line><![CDATA[Los Mochis Sinaloa]]></addr-line>
<country>Mexico</country>
</aff>
<aff id="Af4">
<institution><![CDATA[,Universidad Autónoma de Baja California Facultad de Ingeniería, Arquitectura y Diseño ]]></institution>
<addr-line><![CDATA[Ensenada Baja California]]></addr-line>
<country>Mexico</country>
</aff>
<pub-date pub-type="pub">
<day>00</day>
<month>06</month>
<year>2019</year>
</pub-date>
<pub-date pub-type="epub">
<day>00</day>
<month>06</month>
<year>2019</year>
</pub-date>
<numero>100</numero>
<fpage>1</fpage>
<lpage>29</lpage>
<copyright-statement/>
<copyright-year/>
<self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_arttext&amp;pid=S0185-092X2019000100001&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_abstract&amp;pid=S0185-092X2019000100001&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_pdf&amp;pid=S0185-092X2019000100001&amp;lng=en&amp;nrm=iso"></self-uri><abstract abstract-type="short" xml:lang="es"><p><![CDATA[Resumen Se presentan las nuevas expresiones para calcular la resistencia a corte de muros diafragma de mampostería incluida en el Capítulo 4 de las Normas Técnicas Complementarias para el Diseño y Construcción de Estructuras de Mampostería 2017 del Gobierno de la Ciudad de México. Se consideran tres modos de falla: por aplastamiento, por deslizamiento y por tensión diagonal. Las expresiones se adaptaron de las especificadas en el código canadiense, utilizando los parámetros de resistencia usados en la norma mexicana, y se refiere a una resistencia a corte en los tres modos de falla. Se verificó que los resultados de resistencia calculados con estas expresiones dan resultados satisfactorios, al compararlos con resultados de una campaña experimental que también se presentan aquí. La campaña experimental incluyó seis especímenes, escala 1:2, en los que las variables de estudio fueron la rigidez relativa muro/marco, el uso de elementos de confinamiento y el refuerzo horizontal. Los resultados indican que la rigidez relativa muro/marco tiene un efecto relevante en la resistencia al agrietamiento del muro y la resistencia máxima del sistema. Adicionalmente, la contribución del refuerzo horizontal a la resistencia lateral depende de la rigidez relativa muro/marco, un fenómeno que las expresiones de diseño no toman en cuenta. Los elementos de confinamiento no incrementan la resistencia lateral ni la capacidad de desplazamiento del sistema; sin embargo, las dalas y castillos mejoran la estabilidad fuera del plano del muro y el contacto entre el muro y el marco.]]></p></abstract>
<abstract abstract-type="short" xml:lang="en"><p><![CDATA[Abstract The new shear strength design expressions for infill-walls included in the 2017 release of the Mexican code are presented. Three failure modes are considered, crushing, sliding and diagonal tension. The expressions were adapted from those specified in the Canadian masonry code, to include the Mexican code strength parameters and to make the expressions refer, for the three failure modes, to a shear resistance. It was verified that the shear strength given by the new expressions is satisfactory after comparing their prediction to the results of an experimental campaign that is also presented herein. The experimental investigation included six specimens, scaled 1:2, in which the study variables were the wall to frame stiffness ratio, the use of confining elements and horizontal reinforcement. The results indicate that the wall to frame stiffness ratio has an important effect on the cracking strength of the walls and the maximum shear strength of the system. Moreover, the contribution of horizontal reinforcement to the lateral strength depends on the wall to frame stiffness ratio, a phenomenon that the design expressions do not take into consideration. The confining elements surrounding the infill walls do not increase the lateral strength nor the displacement capacity of the system; however, they enhance the out of plane stability of the wall and the contact conditions between the wall and frame.]]></p></abstract>
<kwd-group>
<kwd lng="es"><![CDATA[mampostería]]></kwd>
<kwd lng="es"><![CDATA[muros diafragma]]></kwd>
<kwd lng="es"><![CDATA[confinamiento]]></kwd>
<kwd lng="es"><![CDATA[refuerzo]]></kwd>
<kwd lng="es"><![CDATA[resistencia]]></kwd>
<kwd lng="en"><![CDATA[masonry]]></kwd>
<kwd lng="en"><![CDATA[infill wall]]></kwd>
<kwd lng="en"><![CDATA[confinement]]></kwd>
<kwd lng="en"><![CDATA[reinforcement]]></kwd>
<kwd lng="en"><![CDATA[strength]]></kwd>
</kwd-group>
</article-meta>
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</article>
